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HomeMy WebLinkAboutWERNER RD SITE PLAN REVIEW Pre-submittal Report – BP17 00088 Department of Community Development 345 6th Street, Suite 600 Bremerton, WA 98337-1873 Telephone: 360-473-5289 Fax: 360-473-5278 _______________________________________________________________________________ PRE-SUBMITTAL REPORT – BP17 00088 Werner Road Housing Development Distribution: Sterling Griffin: sterling@harborcustomhomes.com Norm Olson: nlolson2@nlolson.com Matt Baker: mattearthmover@gmail.com It is our understanding that you are proposing a Boundary Line Adjustment (BLA) of approximately 300 lots off Werner Road, with the intent of creating a single family housing development and club house. Based on your proposal, the following is a summary of the major points discussed at the pre-application meeting held Wednesday December 20, 2017. Land Use: 1. ZONING. The proposed project is split zoned, between the Low Density Residential (R- 10) zone and the Industrial (I) zone. The majority of the subject site is within the R-10 zone, single family homes are an allowed use in this zone. Per BMC 20.54.050(b), “No lot may be modified, divided or adjusted in a manner that would violate dimensional, area, or other requirements of the zone in which it is located.” Development shall comply with density standards, parking requirements, landscaping, and signage standards of the R-10 zone. The applicant has indicated that a clubhouse, meant to support the proposed housing development, is planned for parcel 202401-1-007-2004. This parcel is zoned Industrial, and a clubhouse would be a permitted use in this zone. Per the permitted uses section of the Industrial zone (BMC 20.94.020), “In the industrial zone, all uses are permitted outright except for those uses set forth as conditional uses per BMC 20.94.030, and those uses prohibited per BMC 20.94.050.” Dwelling units are not permitted in this zone. Screening is required between the commercial development in the Industrial zone and neighboring residential development located in the R-10 zone. 2. CRITICAL AREAS. Kitsap County critical area maps indicate that a stream and geologically hazardous areas are present onsite, and the Public Works Department has indicated that wetlands are also known to be located in this area. All development must conform to the City Critical Areas Ordinance per BMC 20.14. An assessment of the stream and wetlands prepared by a qualified professional is required with the permit; a geotechnical report prepared by a qualified professional is required with the permit. 3. LANDSCAPING. A landscaping plan which conforms to BMC 20.50.060 landscaping plan submittal, shall be submitted with the permit. All landscaping shall conform to BMC 20.50.050 performance standards, including street trees, irrigation, and any required screening. Per BMC 20.50.050(b)(1), Type I visual screening is required along all Page 1 of 3 Pre-submittal Report – BP17 00088 property lines of all nonresidential development proposed on a site that is adjoining the low density residential zone. 4. SEPA REVIEW. As more than thirty single family residential units are being proposed, on a site with known critical areas, SEPA review is required prior to development per BMC 20.04.100(d)(1). Please submit a completed Environmental Checklist with your application. 5. PERMITS. A Commercial Site Plan Review (SPR) permit, per BMC 20.58.080, is required prior to the BLA being accomplished and has a fee of $1,000. SEPA review will be concurrent with the SPR and has a fee of $320. A Site Development Permit, per BMC 20.58.090, is required in order to install roads and infrastructure to support the project and has a fee of $1,050. Permit Applications: http://www.ci.bremerton.wa.us/851/Applications-Handouts To contact the Land Use Division call Garrett Jackson (360) 473-5289, or email GarrettJackson@ci.bremerton.wa.us Building Department: 1. No comments at this time. To contact the Building Department call Paul Gneiding, (360) 473-5212, or email Paul.Gneiding@ci.bremerton.wa.us , or call the main office at (360) 473-5270. Engineering Department: 1. Water and Sewer Availability Letter is required. 2. Storm Drainage mitigation is required pursuant to BMC 15.04 and the DOE Stormwater Management Manual for Western Washington. 3. Right-of-Way permit is required for the construction of both public and private streets. Right-of-Way dedication and corrections to the Werner Road frontage boundary will be required. 4. Traffic Study will be required to include future road connectivity and secondary public access points. 5. Frontage Improvements will be required pursuant to BMC 11.12.110 to include curb, gutter, sidewalk, street lights, planter strips and street trees. 6. All utility fees and assessments are required to be paid prior to issuance of the building or utility permit. 7. Public water and sewer main extension will be required. To contact the Engineering Department call Paul Wandling, (360) 473-5285, or Paul.Wandling@ci.bremerton.wa.us or call the main office at (360) 473-5270. Cross Connection Control: 1. All irrigation systems for commercial or industrial facilities shall have separate service lines and separate meters. Residential and multifamily facilities may install the irrigation system on the domestic supply. This requirement is in place because the wastewater billing fees are tied to water consumption. All facilities with irrigation systems shall have an approved double check valve assembly installed on the service line within (2) two feet of the water meter to proved premises isolation (when the backflow assembly is off, Page 2 of 3 Pre-submittal Report – BP17 00088 everything on the property will be without water). Systems with chemical addition or auxiliary water supplies will be required to install an approved reduced pressure backflow assembly within (2) feet of the water meter to provide premises isolation. Approved assemblies are assemblies on the current Washington State Department of Health approved assembly list. To contact the Cross Connection Division, call Dave Carter, (360) 473-5927 or Dave.Carter@ci.bremerton.wa.us or the main office at (360) 473-5270. Fire Department: 1. Development appears largely in compliance with applicable codes. 2. Roads require an unobstructed 20 foot drive lane. 3. Fire Flow/Hydrants: Minimum 1500 gpm for residential. 4. Gates/Access will require additional review. 5. Fire Sprinkler systems may be required based on design and code requirements or as a SEPA requirement. To contact the Bremerton Fire Marshal's office: (360) 473-5386 or Michael.Six@ci.bremerton.wa.us These comments are based on information provided prior to and at the pre-submittal meeting. The pre-submittal application conference is not intended to be an exhaustive review of all potential issues and the discussions shall not be binding or prohibit the enforcement of applicable laws. If you have any further questions, please contact the individual departments or the Department of Community Developments main line at (360) 473-5275. Page 3 of 3 DEPARTMENT OF COMMUNITY DEVELOPMENT NOTICE OF APPLICATION AND SEPA DETERMINATION PROPOSAL: Commercial Site Plan Review & SEPA environmental review of a 241 single- family residential unit development located on an approximately 88 acre site adjacent to Werner Road (existing parcel #’s 202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401- 4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003). Proposal includes: 800,000 cubic yards cut/fill grading, landscaping, street and utility improvements. APPLICANT: Harbor Custom Homes FILE NUMBER: BP18 00044 DATE OF APPLICATION: 04/25/2018 NOTICE OF COMPLETENESS: 6/29/2017 NOTICE OF APPLICATION: 7/5/2018 EXISTING ENVIRO. DOCUMENTS: SEPA Checklist, Storm Drainage Report, Traffic Impact Analysis, Wetland Reports, Geotechnical Report OTHER PERMITS: Site Development Permit, Right of Way Permit(s), Building Permit(s) DEADLINE FOR COMMENTS: July 20, 2018 by 5:00 P.M. The City of Bremerton has received application for the proposal described above. Consistent with the provisions of Bremerton Municipal Code, a fourteen (15) day comment period will be utilized to obtain comments on the Notice of Application. A Mitigated Determination of Nonsignificance (MDNS) is expected to be issued to mitigate for required utility improvements, and the optional DNS process, pursuant to WAC 197-11-355, is being used. This may be the only opportunity to comment on the environmental impacts of the proposal. Based on any substantive comments received, the proposal may include mitigation measures under applicable codes, and the project review process may incorporate or require mitigation measures regardless of whether an EIS is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Any person may submit written comments on the application by the time and date above. Any person may also request to receive a copy of the decision once made, and any appeal rights. Please direct any questions, comments or requests for additional information to the Department of Community Development, 345 Sixth Street, Suite 100, Bremerton, WA 98337-1873; or phone Garrett Jackson, Current Planner at (360) 473-5289. Distribution: Applicant Bremerton School District Bremerton City Departments Cascade Natural Gas Interested Party Kitsap County Assessor Kitsap County Health District Kitsap County SEPA contact Kitsap Transit Port of Bremerton Puget Sound Clean Air Agency Puget Sound Energy Suquamish Tribe U.S. Army Corps of Engineers U.S. Navy Washington State Department of Archaeology Washington State Department of Commerce Washington State Department of Ecology Washington State Department of Fish & Wildlife Washington State Department of Natural Resources Washington State Department of Transportation City of Bremerton Department of Community Development 345 - 6th Street, Suite 600 Bremerton, WA 98337-1873 Phone: (360) 473-5275 Fax: (360) 473-5278 SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 1 of 17 ENVIRONMENTAL CHECKLIST UPDATED 2014 Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision- making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B - Environmental Elements –that do not contribute meaningfully to the analysis of the proposal. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 2 of 17 A. background 1. Name of proposed project, if applicable: Werner Road Residential Development 2. Name of applicant: Harbor Custom Homes 3. Address and phone number of applicant and contact person: 11515 Burnham Drive NW Gig Harbor, WA 98332 Attn: Sterling Griffin 253-686-3562 4. Date checklist prepared: 5. Agency requesting checklist: City of Bremerton Department of Community Development 6. Proposed timing or schedule (including phasing, if applicable): Project is scheduled to begin summer 2018 / No Phasing is proposed. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No future additions or expansions are planned at this time. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Wetland report prepared by BGE Environmental dated April 6, 2018. 9.Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. None Known 10.List any government approvals or permits that will be needed for your proposal, if known. Site Plan Review, SEPA Review, City of Bremerton Design Board Review, Building Permit Review, Site Development Permit, NPDES, Permit to work in the Right-of-Way, Forest Practice Permit (other permits may be required). Technical Memorandum by BGE Environmental dated June 18, 2018. June 25, 2018 SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 3 of 17 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) The project proposes developing approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 241 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The project is located to the South of 7500 Werner Road in West Bremerton. Southwest Quarter of the Southeast Quarter of the Northeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., Kitsap County, Washington. Tax Parcel No’s: 4597-000-001-0000, 030-0005, 017-0002, 085-0009, 096-0006,141-0001, 112-0105, 150- 0009, 232-0001, 217-0000, 250-0008, 286-0006, 104-0006, 118-0000, 113-0005, 289-0003, 457-0009, 202401-4-001-2004 002-2003, 009-2006, 010-2003, 005-2002, 008-2007, 007-2008, 006- 2009, 005-2000, 003-2002, 004-2001, B.ENVIRONMENTAL ELEMENTS 1.Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is approximately 40-50%, with more typical slopes being 15%. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 4 of 17 At the locations of TP-12, TP-13 and TP-14, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades. The rock out crops and bedrock consist of slightly weathered basalt. For a preliminary delineation of the exposed rock outcrops and shallow bedrock observed on the site, please see the Site Plan- Figure 2. The topsoil 2” to 8” was underlain by medium dense to dense silty sand/ sandy silt with gravel, cobbles and roots. The silty sand was observed 0.5 feet to 5 feet below current site grades. In general, a weathered, oxidized, silty sand loose to medium dense was encountered top two feet. The silty sand was variable in depth down to roughly 13 feet. Silt (ML) and clay (CL) soils was also encountered in some of the test pit excavations. Along the surface of the bedrock, basalt, a zone of moderately weathered rock mixed with heavily Iron Oxide stained silty sand was encounter below silty sand. The basalt was observed roughly one foot to 13 feet below current site grades. Below the weathered zone of basalt, the rock graded to a hard, dark greenish- gray basalt that was slightly weathered. d.Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None observed e.Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Proposed cut = 400,000 cy Proposed fill = 400,000 cy Quantities are approximate f.Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Yes. Earthwork including clearing and grading could result in erosion due to exposed soils. However, provisions will be in place to minimize erosion and sedimentation and prevent silt laden water from discharge from the site in compliance with City of Bremerton and WDOE permit requirements. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 21.87% of the site will be covered by impervious surface (concrete, asphalt, or buildings). h.Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Best Management practices (BMPs) from the WDOE Stormwater Management Manual for Western Washington {SWMMWW) for Temporary Erosion/Sedimentation Control (TESC) Plan will be applied to the maximum extent SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 5 of 17 possible during and after construction, to preserve the quality of stormwater leaving the site. Stormwater controls proposed include silt fence, storm drain inlet protection, and sediment ponds. 2. Air a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Dust and diesel exhaust will be produced on site during construction. Auto emissions after the completion of the project. b.Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No c. Proposed measures to reduce or control emissions or other impacts to air, if any: Construction vehicles will conform to all applicable Washington State Emission Control requirements. All emissions will comply with the requirements put forth in the Puget Sound Air Quality Authority. 3. Water a. Surface Water: 1)Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. Yes, please see Wetland Delineation Report dated April 6, 2018 by BGE Enviornmental, LLC. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes, see Wetland Report prepared by BGE Environmental dated April 6, 2018. 3)Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. and Technical Memorandum by BGE Environmental Dated June 16,2018. Technical Memorandum by BGE Environmental dated June 18, 2018. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 6 of 17 Wetland “A” will have an outlet pipe to convey the water under the proposed road. Exact configuration to be determined. 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. N/A 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b.Ground Water: 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. No 2)Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals. . . ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None c. Water runoff (including stormwater): 1)Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater ponds are proposed to provide water quality and water quantity. Stormwater runoff from the road will be captured and conveyed to four proposed stormwater wet/detention ponds water quality/quantity control. The wet ponds will be sized to contatin the volume of the 6-month storm. Runoff dishcarges into three separate downstream basins. Runoff on the southwest portion of the site discharges to the west, thence the south into downstream wetlands, thence into reserviour number three, and then into Wright creek, ultimitely discharging into Sinclair inlet, Puget sound. Runoff from the northwest portions of the site discharge into Ostrich Bay Creek via City of Bremerton storm conveyance. Ostrich Bay Creek discharges into the south end of Ostrich Bay Puget Sound. Runoff from the much smaller west portion of the site discharges into forested areas, thence into Kitsap Creek, thence into Kitsap Lake. Kitsap Lake discharges into Kitsap Creek, which joins Chico Creek, and discharges into Chico Bay, Puget Sound. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 7 of 17 2)Could waste materials enter ground or surface waters? If so, generally describe. Yes, waste materials such as fuels and oils from automobiles and other materials associated with residential developments. However, water quality treatment measures in compliance with City of Bremerton requirements will be in place. 3)Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. No, proposed drainage is designed to mimic the existing patterns as much as possible. d. Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: Stormwater quality / quantity mitigation efforts will be reviewed and approved by City of Bremerton. 4.Plants a.Check the types of vegetation found on the site: _x__deciduous tree: alder, maple, aspen, other _x__evergreen tree: fir, cedar, pine, other _x__shrubs _x__grass ____pasture ____crop or grain ____ Orchards, vineyards or other permanent crops. ____ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other ____water plants: water lily, eelgrass, milfoil, other ____other types of vegetation b. What kind and amount of vegetation will be removed or altered? 61.62 acres of trees will be removed, mostly pine. c. List threatened and endangered species known to be on or near the site. None known d.Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 8 of 17 Landscaping typical to residential community designed to enhance the amenities of the site. e. List all noxious weeds and invasive species known to be on or near the site. Blackberries / Scotchbroom 5.Animals a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: Squirrels, Raccoons fish: bass, salmon, trout, herring, shellfish, other ________ b. List any threatened and endangered species known to be on or near the site. No, none are known to be on or near the site. c. Is the site part of a migration route? If so, explain. No d.Proposed measures to preserve or enhance wildlife, if any: None other than landscape plantings e. List any invasive animal species known to be on or near the site. None known 6.Energy and natural resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will generally be utilized for energy needs for future homes. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: None SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 9 of 17 7. Environmental health a.Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. Minimal risk of spills and fire during construction. 1)Describe any known or possible contamination at the site from present or past uses. None known 2)Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. None known 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. Small amounts of materials on-site typical of construction when construction is taking place. Materials typical for residential maintenance when residences are in place. 4)Describe special emergency services that might be required. None 5)Proposed measures to reduce or control environmental health hazards, if any: None b.Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indi- cate what hours noise would come from the site. Short term noise associated with construction that will be limited to day time hours. Long term noise will be that associated with a residential neighborhood. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 10 of 17 3)Proposed measures to reduce or control noise impacts, if any: None 8. Land and shoreline use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The site and surrounding properties are currently residential and commercial. b.Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? No 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No c.Describe any structures on the site. None d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? The site is currently zoned Low Density Residential / for the park and storm tract abutting Werner Road the Zoning is Industrial f. What is the current comprehensive plan designation of the site? Low Density Residential / Industrial g. If applicable, what is the current shoreline master program designation of the site? N/A h.Has any part of the site been classified as a critical area by the city or county? If so, specify. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 11 of 17 The south and west portions of the site are listed as a High Geologic Hazard area. The site has been initially evaluated by a geotechnical engineer, and will be further evaluated as required. i.Approximately how many people would reside or work in the completed project? 241 Residential Lots will be created j.Approximately how many people would the completed project displace? None k.Proposed measures to avoid or reduce displacement impacts, if any: NONE L.Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proposal will comply with all applicable City of Bremerton Land Use Regulations. m. Proposed measures to ensure the proposal is compatible with nearby agricultural and forest lands of long-term commercial significance, if any: None 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, mid- dle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. None c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 12 of 17 TBD - SFR b. What views in the immediate vicinity would be altered or obstructed? None expected c. Proposed measures to reduce or control aesthetic impacts, if any: None 11.Light and glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Evening lighting from street lighting and the buildings will be produced b.Could light or glare from the finished project be a safety hazard or interfere with views? No c. What existing off-site sources of light or glare may affect your proposal? None d.Proposed measures to reduce or control light and glare impacts, if any: None 12.Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Pendergast Regional Park b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: There will be multiple park areas with playground equipment located throughout the development. There will also be approximately a mile and a half of walking trails. 13. Historic and cultural preservation SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 13 of 17 a.Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers located on or near the site? If so, specifically describe. No b.Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. None Known c.Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. N/A d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None 14.Transportation a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. Site access is provided off of Werner Road via Loxie Eagan Blvd. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? Yes, there are bus stops at Werner & Nollwood Lane (approximately ¼ mile from proposed entrance to site). c.How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate? None / None d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). Yes. The project will involve construction of public roads bordering the site. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 14 of 17 e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No f.How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? A total of 2,775 average daily trips, see Traffic Impact Analysis dated April 10, 2018 by Gibson Traffic Consultants, Inc. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. No h. Proposed measures to reduce or control transportation impacts, if any: None 15.Public services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. Increase on public service as expected for a middle size neighborhood, including fire, police, and schools. b. Proposed measures to reduce or control direct impacts on public services, if any. N/A 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Power, gas, water and sewer. PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON CLIENT: Attn: Sterling Griffin Harbor Homes 11515 Burnham Dr NW Gig Harbor, WA 98332 BY: N.L. OLSON AND ASSOCIATES, INC. 2453 BETHEL AVE. SE PORT ORCHARD, WA 98366 (360) 876-2284 Project Number: 10133-18 Draft APRIL 2018 A N.L. OLSON & ASSOCIATES, INC. 4e! A ENGINEERING, PLANNING AND SURVEYING April 10, 2018 Project Number: 10133-17 Attn: Attn: Sterling Griffin „ Harbor Homes 11515 Burnham Dr NW i'-- Gig Harbor, WA 98332 Subject: Preliminary Geotechnical Engineering Report Proposed Residential Development Werner Road Preliminary Plat% Bremerton, Washington Dear Mr. Griffin; '! This geotechnical investigation was preformed to provid��eliminary geotechnical engineering recommendations for the proposed development. If we can be of further assistance or if youestions regarding this project, please contact our office. Sincerely, / Wesley R. Johnson, Geotechnical Divis' r na er P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\wjohnson\project folder\Project Folder\10133 werner\geo report. doc TABLE OF CONTENTS INTRODUCTION........................................................................................................................1 SITELOCATION..........................................................................................................................1 SITECONDITIONS......................................................................................................................1 PROPOSEDDEVELOPMENT........................................................................................................1 Subsurface Investigation......................................................................................................2 EncounteredMaterials..........................................................................................................2 Groundwater 3 AVAILABLE GEOLOGIC AND SOILS INFORMATION................................................................, Washington Division of Geology and Earth Resources .......................................... �':G'%.......3 Kitsap County Washington, Geologic Map Unit .............. "' 3 Washington Division of Geology and Earth Resource(GM-53)....................°.,.ii °............4 .... Washington Division of Geology and Earth Resource (WDGER) ..............: .:':%..................4 USDA Soil Conservation Service...........................................................".:''.'.....................4 SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH........./ . ........................5 SlopeReconnaissance....................................................................:..................................5 SlopeStability Review...............................................................%%....:................................6 SEISMIC GROUND SHAKING PARAMETERS.....................................I%/, ° .....................................6 SEISMIC FAULT LINES REVIEW ................................................ ...... ........................................7 CONCLUSIONS.................................................................. ....................7 SITE PREPARATION AND GRADING ................................,;.. i�//,....................................................8 STRUCTURAL FILL " '� SURFACE AND GROUND WATER ............................... ............................9 SHALLOW FOUNDATIONS °'% ter' SETTLEMENT...............................................t, °.i//.;..................................................................10 S SubsurfaceDrainage...................................................................................................10 FLOORSLABS.........................................................................................................................10 TEMPORARY AND PERMANENT SLOP -'i ..................................................................................11 Temporary Slopes. �, 11 ;,-4................................................................................... Permanent Cut Slopes ......... ......................................................................................11 PermanentFill Slopes ..'x//..........................................................................................12 EROISION CONSIDERATIONS °°.............................................................................................12 ROAD SUBGRADES AND F/ED PARKING..................................................................................13 REPORTLIMITATIONS' r.. : ../.. ............................................................................................14 VICINITYMAP...,..................................................................................FIGURE 1 SITE PLANFIGURE 2 ,;.: �--, „/............... SOIL SUR/V,,:............................ ...............FIGURE 3 SLOP§T/4 ..................................................................................FIGURE 4 SEATTFAULT..................................................................................FIGURE 5 �► /,;�ENbIX A — Test Pit Logs PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON INTRODUCTION This report presents the results of our preliminary geotechnical engineering study comp�fed by N. L. Olson &Associates, INC., (N. L. Olson) for the proposed Werner Road PreJimss7 Plat. The purpose was to provide a preliminary report summarizing the fin diri „`from our initial subsurface exploration program. At the time the study was perform/, ,,t ,/mite development plan, and exploratory locations were as shown on the Site Plan, Figure°""""" SITE LOCATION The property is rectangular in shape and located at the terffiination of Werner Road, Bremerton, WA and by Section 20, Township 24 North, Ra, East, W.M., in Kitsap County, Washington as shown on the Vicinity Map on Figure 1.* ,/ SITE CONDITIONS The subject site is located at the end of tle' er Road. The approximately 100 acre property is bordered by a mix of undevelolo d and commercial development. Along the length of the parcel an existing access drive has been constructed with utilities, the general topography consisted of the ROW pla,ed along the eastern portion of the parcel. The hillside that resides on the subject property,/ pe oks HWY3 and descends roughly from west to east with overall gradients of about ;45111AAercent to 50 percent. Further discussion of the site topography has been pdifi slope reconnaissance section of this report. The site has been logged end evegetated with tall grass, Douglas fir, large leaf maple and brush. PROPOSED DEV,E1IAENT As presently Pit d, the proposed development will consist of 298 single-family residences, associated f�kmg, utilities and landscape areas. We anticipate the residences will be one to two-stor�e� '`And of light wood frame construction. The buildings' footing loads are anticipated to be Mit'tc' moderate. At the time of this report, a preliminary grading Ian has not been ��%,, p p rY 9 9 p '.tiered for this site. The proposed lot layout with site improvements has been shown on the Site"flan, Figure 2. In order to provide access to the single family residences, an access drive of about 7,500 linear feet with a spur road of about 500 feet has been planned within perimeter of the proposed development. Cuts and fills may range up to 15 feet to 20 feet along portions of the roadway area, throughout the subject property and permanent fill slope areas. A permanent 50 percent fill slope located east of lots 253 to lots 279 has been planned to provide a level backfill area P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\*ohnson\project folder\Project Folder\10133 werner\geo report.doc Werner Road Preliminary Plat Apri110, 2018 Page 2 west of the slope crest. As proposed, the permanent slope area will be roughly 1,100 feet in - length by 150 feet wide. Stormwater from the proposed development will be mitigated by means of a stormwater detention facilities located on the west, south and north sides of the proposed development. The preliminary site plan indicates the detention pond facility will require cuts and fill up to ten (10) feet. Pond construction procedures have been provided later in this report. ; The dimensions for the three (3) stormwater detention ponds has been provided in the following: We understand the pond will be lined to prevent infiltration into the q'16' ej rlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 20/111 ar 28, 2018, by excavating 24 test pits at various locations throughout the site, ird proposed access road alignments, storm and detention facilities. The subsurface qx'1 ation work was performed with a John Deere 350D Track -hoe subcontracted provid fj/,dent. The test its ranged down in depths rr P 9 P to 15 feet below current site grades. Thdkbp d'ximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Encountered Materials At the locations of TP -12, T M3,,*/ d TP -14, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grad's The rock out crops and bedrock consist of slightly weathered basalt. For a preliminary%;delineation of the exposed rock outcrops and shallow bedrock observed on the site,// the Site Plan- Figure 2. A The topsoil 2" to/,,s',,vVas underlain by medium dense to dense silty sand/ sandy silt with gravel, cobbles and o The silty sand was observed 0.5 feet to 5 feet below current site grades. In general,afhered, oxidized, silty sand loose to medium dense was encountered top two feet. TItlty sand was variable in depth down to roughly 13 feet. Silt (ML) and clay (CL) soils w ,, �- - ncountered in some of the test pit excavations. Alorfg the surface of the bedrock, basalt, a zone of moderately weathered rock mixed with heavily Iron Oxide stained silty sand was encounter below silty sand. The basalt was observed roughly one foot to 13 feet below current site grades. Below the weathered zone of basalt, the rock graded to a hard, dark greenish -gray basalt that was slightly weathered. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Detention Ponds Table 1 Detention Facility Dimensions Top of Pond Berm el Botton'ifnd el West Storm Pond 160 feet x 130 feet South Storm Pond 440 feet x 110 feet 445 ", 437 North Storm Pond 300 feet x 225 feet I !%,,,,," We understand the pond will be lined to prevent infiltration into the q'16' ej rlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 20/111 ar 28, 2018, by excavating 24 test pits at various locations throughout the site, ird proposed access road alignments, storm and detention facilities. The subsurface qx'1 ation work was performed with a John Deere 350D Track -hoe subcontracted provid fj/,dent. The test its ranged down in depths rr P 9 P to 15 feet below current site grades. Thdkbp d'ximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Encountered Materials At the locations of TP -12, T M3,,*/ d TP -14, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grad's The rock out crops and bedrock consist of slightly weathered basalt. For a preliminary%;delineation of the exposed rock outcrops and shallow bedrock observed on the site,// the Site Plan- Figure 2. A The topsoil 2" to/,,s',,vVas underlain by medium dense to dense silty sand/ sandy silt with gravel, cobbles and o The silty sand was observed 0.5 feet to 5 feet below current site grades. In general,afhered, oxidized, silty sand loose to medium dense was encountered top two feet. TItlty sand was variable in depth down to roughly 13 feet. Silt (ML) and clay (CL) soils w ,, �- - ncountered in some of the test pit excavations. Alorfg the surface of the bedrock, basalt, a zone of moderately weathered rock mixed with heavily Iron Oxide stained silty sand was encounter below silty sand. The basalt was observed roughly one foot to 13 feet below current site grades. Below the weathered zone of basalt, the rock graded to a hard, dark greenish -gray basalt that was slightly weathered. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Groundwater Page 3 At the time of our fieldwork, ground water in the form of wet soils or seepage was encountered at roughly 3 feet to 11 feet below current site grades in the test pit TP -4, TP -13, TP -14, TP -16, TP -18, TP -19 and TP -21. For additional information concerning the site's soil conditions please see the test pit logs included in Appendix A. AVAILABLE GEOLOGIC AND SOILS INFORMATION Washington Division of Geology and Earth Resources -44, The Washington Division of Geology and Earth Resources (WDGER) Geoff�pg��llap of i�% Washington — Northwest Quadrant, dated 2002, indicates the property is locai�e��t,�an area of the lower middle Eocene Crescent Formation. The lower -Middle Eocene Crescent Formation consist of tholeiitic basaltic flow breccia, filled tubes, and volcanicalsti � ��ce�%omerate, gabbro dikes and sills, locally contains thin interbeds of basaltic tuff, red argue;"limestone, silt stone, rare andecite, dacite, and rhyolite, marine of pillowed-dominated lqw/ r "part grades into a flow dominated partially by non -marine near top and local columna'�,,,,jbialng, altered to palgonite, chlorite, zeolite or epidote. Crescent Formation — Washington Minerals on the %`gy of the Crescent Formation as downloaded from www.washingtonminerals.com/crpr✓faf-9/25/07" states that the "Crescent Formation is of the Late Paleocene to middle Eoc E 6148 Ma). The Crescent Formation is comprised of a large volume of submarine/sem basalt. The Crescent basalts are among the oldest basalts in this region and makeu, he 'asement of the Coastal range. Babcock et al. (1992)(1) concluded that the Crescent Formation basalts erupted into a subsiding rift basin along the western coast approximately 60; Exposure of the Crescent Formation can be found as �, a continuous swath defining the ,r ,cern, eastern, and southeastern edge of the Olympic Peninsula. Based on gravity stu#ieohe Crescent Formation is thought to extend eastward beneath the Puget Sound toefe. Most of the Crescent Formation, especially on its eastern edge, is covered with Quaternaglacial till deposits." (1) Babcock, R. S., Burmester, ngebretson, D. C., Warnock, A., and Clark, K. P., 1992, A rifted margin origin for the Crescent basalts and related rocks in the nort &M G0 Range Volcanic Province, Washington and British Columbia: Journal of Geophysical Research, v. 97, no. B5, p. 6799-6821. Kti�saf ,C"ounty Washington, Geologic Map Unit Tn111111111,///qKW1T1ts County Washington, Geologic Map Unit, Washington State Department of Natural urces, open file Report 2005-3 dated 2005 was reviewed for the geologic mapping of the subject property. The referenced geologic mapping indicated the Fraser glaciation was the last of the major glaciations to have occurred in this region and ended roughly 11,000 years ago. During the final glaciation, several thousand feet of ice containing clays, silt, sand, gravel and boulders originated in British Columbia advanced into the Puget Sound lowlands. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 4 In regards to the subject property, the predominant sediment from the Fraser glaciation consisted of Glacial Outwash (Q9a), Glacial till (Q9t) and Advance Continental Recessional Outwash (Q9.). NLO has provided a further discussion of the materials comprising the site below. • Glacial Till (Q9t), locally, this material is known as "hardpan," and consisted of an unsorted, unstratified, highly compacted very dense mixture of clay, silt, sand, gravel and boulders. The material is generally deposited and glacially overridden. • Continental Recessional Outwash (Q9o), N.L. Olson inferred that the Q90 occu,e as the glacial receded given the normal consolidation of the material. The Q9rial can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by sties flowing or standing water conditions that may occur as the glaciers retreated." fide project area, the recessional outwash consisted of medium stiff to stiff clay,., I I with minor gravel deposited on the glacial till. • Advance Continental Recessional Outwash (Q9,), The "9 .......... enal can consist of clay, silt, sand, gravel, cobbles, and boulders depositec,,,,gy streams flowing from the advancing glacier. For the project area, the Qgas„observed as poorly graded sand with silt located below the level of the glacial` "N' cause this material was glacially overridden the relative density ranges from ce�sg bb very dense. visi The Washington Division of Geology and Earth Resource (WDGER), Geologic Map of Washington — GM -53, dated 2005, f4icates the general area is comprised of Pleistocene continental glacial drift (Q9d). Plei ��tX continental glacial drift (Q9d) consist of Quaternary Pleistocene till and outwash cla ,` -* , sand, gravel, cobbles, and boulders deposited by or originating from continental locally locally includes peat, nonglacial sediments, modified land, and artificial fill. Areas tha# peinneter the subject property as well as the subject property have been mapped as Q9d. The Washing(1. division of Geology and Earth Resource (WDGER), Geologic Map of Washinatcn ' °"Northwest Quadrant, dated 2002, indicates that the site is mapped as sediments, dominantly glacial drift and includes alluvium. Glacial till consists of an unstratified, highly compacted mixture of clay, silt, sand, gravel and boulders by glacial ice. USDA Soil Conservation Service N.L. Olson has utilized the USDA Soil Conservation Service (SCS) to develop a listing of soils along the proposed development. N.L. Olson has shown the figures for the SCS soil designation on Figure 3,attached to this report with a brief SCS soil description in the following: P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat April% 2018 Paqe 5 2) Alderwood verygravely sandy loam (6% to 15% slopes), permeability.,, A. #fie Alderwood soil is rapid above the hard pan and the run off is slow. The at, roslon hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), thio soaVow well drained soil is on ridge crests and side slopes. It is formed in residuumfron%basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid,,%ari the water erosion hazard is moderate. 26) Kilchis very gravely sandy loam (30% to 7090%Impes), Permeability of the Kilchis soil is moderately rapid. Available water capatsPow. Runoff is rapid, and the water erosion hazard is severe. 27) Kilchis-Shelton complex, these soils formed in the material weathered from basalt or glacial till. The Kilchis soil is w and well drained and resides on ridge crests and side slopes and formed froriterial derived from basalt. Depth of basalt ranges down to about 16 to 20 inc �� f� Shelton soils permeability is rapid to the cemented pan and very slow throug e pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSJCE AND HISTORICAL LANDSLIDE RESEARCH Slope RecA f xaa'issance As part of,ofi'fiel"dwork, the slope area comprising the property was examined for indications of instability%,,,� ti ns of slope instability include head scarps, hummocky terrain, inconsistent patterns, o/vegetation, tension cracks, seepage zones and course grain material overlaying silt aid pfa.,y soils. At the time of our slope reconnaissance, the slope on the property appeared stdi e. The discussion of our slope reconnaissance is as follows; N.L. Olson observed a north to south trending ravine is located within the project area. The slope along the ravine ranges roughly 500 feet, vertical distance, above the level of SR3 about el 75, which this property overlooks to the east. The property is generally between elevations of el 550 and el 400 with slope gradients generally in the range of 25% to 50% along the east side of the subject area. N.L. Olson will provide a more in depth discussion when report is finalized. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 USDA Soil Conservation Service Kitsap County Area, Washington Table 2 Map Unit number Map Unit Name Percent slope 2 Alderwood gravelly sandy loam 15 to 30 percent slopes 25 Kilchis very ravel) sandy loam, 15 to 30 percent slo es° 26 E Kilchis very ravel) sand loam, 30 to 70 percent slopes,,, 27 Kilchis-Shelton complex, 30 to 50 percent% .. s IL 32 McKenna gravelly loam 0 to 604o sj -- 2) Alderwood verygravely sandy loam (6% to 15% slopes), permeability.,, A. #fie Alderwood soil is rapid above the hard pan and the run off is slow. The at, roslon hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), thio soaVow well drained soil is on ridge crests and side slopes. It is formed in residuumfron%basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid,,%ari the water erosion hazard is moderate. 26) Kilchis very gravely sandy loam (30% to 7090%Impes), Permeability of the Kilchis soil is moderately rapid. Available water capatsPow. Runoff is rapid, and the water erosion hazard is severe. 27) Kilchis-Shelton complex, these soils formed in the material weathered from basalt or glacial till. The Kilchis soil is w and well drained and resides on ridge crests and side slopes and formed froriterial derived from basalt. Depth of basalt ranges down to about 16 to 20 inc �� f� Shelton soils permeability is rapid to the cemented pan and very slow throug e pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSJCE AND HISTORICAL LANDSLIDE RESEARCH Slope RecA f xaa'issance As part of,ofi'fiel"dwork, the slope area comprising the property was examined for indications of instability%,,,� ti ns of slope instability include head scarps, hummocky terrain, inconsistent patterns, o/vegetation, tension cracks, seepage zones and course grain material overlaying silt aid pfa.,y soils. At the time of our slope reconnaissance, the slope on the property appeared stdi e. The discussion of our slope reconnaissance is as follows; N.L. Olson observed a north to south trending ravine is located within the project area. The slope along the ravine ranges roughly 500 feet, vertical distance, above the level of SR3 about el 75, which this property overlooks to the east. The property is generally between elevations of el 550 and el 400 with slope gradients generally in the range of 25% to 50% along the east side of the subject area. N.L. Olson will provide a more in depth discussion when report is finalized. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat April10, 2018 Slope Stabilitv Review Page 6 A review of "Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979 was performed in preparation of this report. The area proposed for development and associated slope areas have been classified as stable and intermediate. The northwest, south and east areas of the property have been classified as intermediate. The slope stability mapping for this area has been shown on Figure -qof this report. • Stable slopes generally rise less than 15 percent in grade, except in local areas of,low groundwater concentration or competent bedrock. Stable slopes include rolling i3lands and lowlands underlain by stable material such as unweathered till and/or�5�;,"deposits which, although inherently weak have no significant slope. • Intermediate slopes are generally steeper than 15 percent exce Jnr conditions such as weaker material and/or abundant groundwater exist. Identi,dareas include slopes of sand and gravel, till, or thin soils over bedrock that has mown failures. SEISMIC GROUND SHAKING PARAMETERS N.L Olson has reviewed the seismic design criteria per 201, rnational Building Code (IBC) for the proposed building. The site's ground accelerl,015A, as performed per Kitsap County Guidelines. The PGA was based on the following loe,t 7.549750N, 122.70417°W Longitude for Risk Category 1/11/III with Site Soil Classificatigrf° glass C — "Very Dense Soil and Soft Rock". The interpolated probabilistic grotn�ition values (PGA) for Horizontal peak acceleration and spectral acceleration are a`prc�v�ded in the following Table 3. Seismic Grot; d Shaking Summary, Table 3 Probability OF exceedance roxima A '"/ PP %„ Return PgFQ/r1-1, Spectral Acceleration pe (g), Site Class C, Period (sec) yearg, Ifi 0.2 sec 1.0 sec 2% in 50 years /2 „ .,?„ — 1.562 --+ 0.609 N. L Olson has revi the proposed cons) Soil. e2015 IBC to provide a design peak ground acceleration value for based on a seismic zone, Site Soil Classification (C) — "Very Dense 2015 IBC Ground Shaking Parameters, Table 4 USGS—Provided Output Seismic Parameters Values 1%_ "//Vapped Spectral Acceleration Short Period Ss 1.562 Mapped Spectral Acceleration for One Second(Si)0.609 ' Site Class C Short period Site Coefficient Fa 1.0 1 -second Site Coefficient (Fv) 1.3 MCE Spectral Response Acceleration for short period SMs=SsxFa 1.562 MCE Spectral Response Acceleration for one second Sml=SlxFv 0.791 Design Spectral Response Acceleration for Short Period Sos=2/3xSMs 1.041 Design S ectral Response Acceleration for one second SDI=2/3xSMi 0.528 Design Peak Ground Acceleration (PGA=SDS x 0.4) PGA=0.4162 P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 7 Note: For information on how the Ss and S, values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. SEISMIC FAULT LINES REVIEW NLO has reviewed the "Kitsap County, Washington, Fault Lines", dated 2006 and U,SGS geological mapping. Our review of the above referenced information indicates the fol owing faults are in close proximity to the proposed development: The Seattle Fault resides roughly 2,000 feet to the north and south and trends pati°-uvest from Hood Canal to the Cascades, passing below Bremerton and Bainbridge Islaid:,;"TIhis fault is capable of magnitude 7.1 to 7.4 seismic events with the most recent seismud�tr vent occurring roughly 1,100 years ago.' In our opinion, the project area does not appear to reside on any jown faults" as described lit above. N.L. Olson has provided a figure illustrating slope stabiy° /,,/ he Kitsap County, Figure i CONCLUSIONS/%j Following our review of City of Bremerton, Or' No. 4965, section 20.14.600, for Geological Hazardous Areas, based both on /mal observations and review of "Quaternary Geology and Stratigraphy of Kitsap County",herald Deeter 1979, the area proposed for development has been classified as stable with some of the proposed development extending into areas classified as intermediate stability. Based on our site analysis and ,, of relevant site information, support for the proposed buildings can be provided wi�K a,/<panventional shallow foundation system bearing on competent native soil or structural fill.%Tie access drives and parking areas can also be summarily supported on the enco�tnt-/red native soils after over excavation and compaction of these subgrade grade areas%'%,, ice,, Support for the/ "srr le family residence can be provided using a shallow foundation system or continuous fging 'retaining wall system bearing on competent native soil, bedrock or structural fill used t`%codify the site grades. However, areas where fill or loose soil areas require overexca�riaron down to the underlying bedrock. These overexcavated areas and the sufse'rit excavation backfilled with structural fill to the appropriate construction -footing gree. Guidelines for preparing road and building subgrade areas has been provided in Site Preparation and Grading section of this report. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat April10, 2018 Page 8 Our subsurface exploration indicated about 13 feet of fill overlies the bedrock and the detention pond. Based on the encountered soil depths above the bedrock, portions of the south storm pond and north storm pond areas may not be entirely embedded within bedrock as previously conceived. N.L. Olson anticipates borings will be required to better characterize the soil strength parameters along the in-situ pond berm areas. Slope stability analysis will also be required for pond's configurations along the underlying slope area. The purpose of the field work and additional laboratory analysis will be necessary to complete the geotechnical* lope evaluation per City of Bremerton special Report requirements. Our limited subsurface exploration preformed with a John Deere 350D Track-h�,e-,'`idicates some of highly weathered and iron oxide stained rock overlies unweathrt% basalt. We anticipate that the weathered and fractured rock will be rippable by mecharii;3l means with a o; large excavator. The basalt that appeared slightly weathered as observe he outcrops and below the weathered rock zone may require large excavation equipmei Werner Road Preliminary Plat April 10, 2018 Page 9 excessive moisture. Compaction and grading of these materials will be difficult if soil moisture significantly increases beyond the optimum moisture content Rock excavated during construction could also be utilized for a source of crushed rock during grading operation and other construction needs for this project. STRUCTURAL FILL Structural fill is defined as compacted fill placed under buildings or pavements that cons§t of free draining gravelly sand having a maximum size of 1-1/2 inches and with not more th n0% fines passing the No. 200 sieve. All imported fill material should conform to j bbove recommendation regardless of site weather conditions. All structural fill should be faced on a firm, properly prepared subgrade in loose layers approximately 8 inch thickness, thickness, conditioned to a moisture content suitable for compaction, and compa, d o 95% of the maximum dry density as determined by ASTM D-1557. All StructuY' i Material should be submitted for approval to the Geotechnical Engineer at least 48 hour�,prior to delivery to the site. SURFACE AND GROUND WATER Only minor storm water related problems are anticipated irrding and site preparation work are undertaken during the drier portions of the year/,,,,,site work is undertaken during wet weather it should be expected that the near surface""*A[ and fine-grained soils will become over -saturated and unworkable. If the site work isritrt�aken during wet weather the contractor should be fully prepared to deal with soil ani problems normally encountered in these materials during wet weather work, includifttftefiltering of runoff siltation of down slope areas. To aid in minimizing potential erosion, as needed to prevent the it is recommended that the site should not be stripped and left out erosion protection for an extended period of time prior to the actual start of constructtdt end/or landscaping. Silt fencing and other erosion control devices and measures may b, ,,,rap(red to control water runoff and sediment transport off the site. It should be anticipated, ft erched water flows or water flows developed during periods of wet weather may occur ir'avations as shallow as one to two feet below the existing site grades or atop the bedro`k that we are unable to predict where or when this might occur we recommend tha-,'A'qy development of seeps or flows be treated as a construction/maintenance problem. Surfape'x�n6ff from roofs, paved drive and hard surfaced areas should be intercepted, collected %,ir ap d!�"Al,fsposed of away from the structures and steep slope areas. The discharge must be dirted where the collected surface runoff will not impact structures, walls, or properties down slope of this area. SHALLOW FOUNDATIONS During our subsurface exploration work, varying soil and rock conditions were encountered on the site. In the proposed building areas, loose to medium dense soils were encountered 13 feet below current site grades. The loose to medium dense soil was underlain by bedrock. In the following, we have provided foundation recommendations for the proposed structures. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 10 We anticipate the proposed buildings will reside on medium dense native soils, structural fill or bedrock. We recommend that all footing subgrade areas be inspected by N.L. Olson and Associate, Inc. (NLO) to verify if additional overexcavation will be required or adequate foundation subgrade soils have been reached. All loose or saturated soils to include the highly fractured and weathered bedrock, must be removed from the footing subgrade area prior to the placement concrete formwork and rebar. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The continuous,, and column footing system must bear on properly compacted structural fill, dense undisturbed native soil or good quality bedrock. " Note: This report is preliminary, if necessary, soil bearing pressures can, ..°tdfor undisturbed very dense glacial till or bedrock material at the client's reque# `vlien building foundation areas are known. jj,,,,,,,,; ,% For frost protection, the shallow footings should have a minimum di�pedment depth of 18 inches below adjacent grade. A base friction coefficient of 0.35 is Considered appropriate for the expected underlying soils conditions. An ultimate passive;equrv��nt fluid earth pressure for retaining structures, considering a horizontal ground surfacg; dt50 pcf is available to develop additional resistance to lateral pressures. The upper twof soil should be neglected when calculating the passive resistance. A 1/3 increase in t` above value may be used for short duration wind, and seismic loads. % Fill material intended to be used for structuraj,nrl need to be approved by a representative of our firm at least one to two weeks prior to placement. Structural fill placement should be done in accordance to the structural fill section discussed in Site Preparation and Grading Section in °, this report. We recommend that NLa,J #y compaction devices prior to using on site. SETTLEMENT, r Based on an allowable soil lea " g% pressures presented above a total settlement in the range of one inch is anticipated vith°differential settlement of about 1/2 inch over a span distance of 50 feet. Most of the antiipad settlement should occur as construction dead loads are applied. Subsurfaco00winaae To preclude In ater build-up adjacent to the building's footing system, we recommended a perforatee,;fQCir-inch diameter pipe - SDR 35 (ASTM 3034). The pipe's perforations must be placed d©vn at the footing subgrade elevation around the foundation perimeter. The footing draid'ge'system should be bedded in sand and gravel and designed to carry any accumulated wr away from the structure to an appropriate discharge area. Roof drainage shall not be connected to the footing drains but may use the same outfall piping if connected well away from the building such that roof water will not backup into the footing drains. FLOOR SLABS Slab -on -grade floors may be supported on properly placed and compacted structural fill or on the medium dense to very dense in-situ native soils, and bedrock, following preparation as outlined above. A capillary break/drainage layer consisting of six inches of pea gravel, or clean P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 11 crushed rock should be placed below the floor slab. The capillary break material should contain less than 1.0% material passing a U.S. No. 200 sieve and less than 4.0% material passing a U.S. No. 10 sieve. A visqueen vapor barrier having a minimum thickness of 6 -mils should be placed between the capillary break and the floor slab. We understand that a sand cushion between the vapor barrier and the base of the slab may improve the curing of the slab concrete. If a sand cushion is placed between the capillary break material or the vapor barrier and the slab, it should not contain free moisture when the slab is constructed. Excess moisture , j the cushion could cause impervious floor coverings to bubble. TEMPORARY AND PERMANENT SLOPES Temporary Slopes�� As a preliminary guideline for temporary slopes less than 10 feet in heig ; <ve recommend temporary slopes be made no steeper than 1 H:1 V for the dense granasec" and no steeper than 2HAV in medium dense soils or structural fill placed in a manner :,,escribed earlier in this report. Bedrock cut slopes must be determined at the time of enation. For temporary cut slopes in existing fill, topsoil, or loose materials over 10 feet in e recommend temporary slopes no steeper than 1 1/2H:1 V for the full height of the cu�porary slopes or excavations should be benched as required by safety regulations in )%at the time of construction. The provided temporary slope recommendations are for nat��Ails and fill materials; flatter slopes may be required in wet weather or if soil condition"t�r than those previously described are encountered. The contractor should be a, r at slope height, slope inclination, and excavation depths (including utility trench,,c/arations) should in no case exceed those specified in local, state, or federal safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926,, or successor regulations. Such regulations are strictly ' o i enforced and, if not followed, tlf ,/ - ner, the contractor, or the earthwork or utility subcontractors could be liable fc'rjbstantial penalties. The contractor should be made responsible for the stability ovations and slopes during construction because they are continually on site and can oib,sre the stability of the exposed soils. In addition, the contractor should be prepared to shore unstable slope area and provide shoring as required by local, state, or federal laws or od€is. The provision of shoring design recommendations is beyond the authorized scope of t j eport. In areas (re steeper slopes are required, retaining structures should be provided. It should be anij%ted that, if steeply cut, the near surface soils may be subject to caving, and slc G' ,Ring will occur as the soils are exposed to drying. All temporary cuts and excavations sh�Id be sloped or shored in accordance with local, state and federal requirements. It is recommended that permanent cut and fill slopes should not be steeper than 2HAV (50%). fill slopes and fill should placed in accordance with the requirements of Appendix J of the International Building Code (2015 edition) or per the requirements presented below in the permanent fill slopes section below. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 12 Permanent Fill Slopes It is our opinion that fill slopes may be constructed, provided the fill is placed and compacted in a manner that is consistent with recommendations presented in the structural fill section of this report. In areas where fills are made on slopes steeper than 20% the subgrade shall be benched prior to fill placement. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. The procedure for placing fill along the slope should consist of excavating a I ,°y "to be determined" feet in width along the toe of the planned fill. The keyway shall be°',eted into dense to very dense undisturbed soils a minimum of X feet. The slop¢%"b6Ve the keyway should then be cut into a series of horizontal to slightly inclined ben c,I .' a slope gradient may vary with the width of the benches. Typically, a wider bench wild ;e required for a flatter slope. The fill slope shall be overbuilt, compacted and cut! "ack to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of ti?1 V) for this project. i We anticipate that subsurface groundwater seepageyrygrate above the dense soil or bedrock into the fill and potentially destabilize the ging fill slope area. Prior to fill placement, we recommend the installation of subsu7ac"'i rains along the back portions of the fill benches. The soils selected for structural fill used °for'I slope construction shall meet the criteria mentioned in the structural fill section of this report. Recommendations for fill placemept,/,do 'slopes are provided solely as a service to our client. NLO, under no circumstances, as4*es liability for the site with regard to safety or other construction activities directe`by tie contractor. EROISION CONSIDERATtOISI In a disturbed conditi�,/Ve 'site soils may be eroded by channelized water or sheet flow storm ,, runoff. Therefore, �� TZ ommended that all site preparation and excavation work be completed during the normae/ ier portion of the year. During periods of heavy rainfall, ditching should be i%l used to diverftater away from stripped areas and visqueen should be used to cover the slopes and soil tt iles to aid in preventing excessive surface erosion. This covering also aids in preventp' , fhfiltration of water into the unprotected soils. In order to enhance the long-term stat�iJAY" of the slope, the surface runoff from the proposed development will need to be Col ted and directed away from slope areas. During construction and until fully surfaced and/or landscaped, the exposed site soils may be subject to erosion. Erosion of exposed soils would be most noticeable during periods of intense rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 13 established prior to the on set of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. It should be anticipated that there could be a number of additional site development or construction problems, particularly if the earthwork has not been completed and the site properly protected prior to the onset of wet weather. It is recommended that a qualified representative of NLO to make periodic inspections of all excavations and slopes. ROAD SUBGRADES AND PAVED PARKING The site will utilize and improve and existing road alignment that accesses throw a site. Road construction will require bedrock excavation and grading activities that m KVOquire rock fracturing along the proposed road alignments. Road improvements mays`°a�ude grade adjustments, widening, grubbing, clearing and widening, sidewalks and ungr6und utilities. In addition, the site has experienced previous logging activity, as suc, ;'; '��work of primitive roads and skid trails has been developed throughout the property.° ,,,,Some of the existing primitive road alignments may be incorporated in the proposed neve"fid construction. DETENTION FACILITIES Pond Berm Construction The fill berms will need to be benched in per K## p� ,County Storm Water Management Ordinance and Design Manual for Berm Embant/Slope Stabilization for in-situ soil conditions. The slope composing the fill berm' overbuilt, compacted and cut back to the 2HA V slope configuration. Permanent fill hall not exceed a grade of (2H:1 V) for this project. 'i The soil selected for the pond ber ,shall meet the textural classification requirements per Kitsap County Storm Water l` ment Ordinance and Design Manual for Berm Embankment/Slope Stabilizq f i, f -W 3 page 5-30 and the USDA Textural triangle. If the pond berm requirements cannot beet, then a pond linear should be considered to prevent pond water penetration into or .1q@4 the underlying berm and pond bottom. It is recommended 4/k ,�ermanent cut slopes not exceed 2H:1V (50%). Fill slopes should not be steeper tharr/2M;'�%(50%). In areas where steeper slopes are required, retaining structures should be pro el.` It should be anticipated that, if steeply cut, the near surface soils may be subject to, t;ang, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excaiaons should be sloped or shored in accordance with local, state and federal recti Mpr pits. Re(:©mmendations for fill berm placement and pond berm construction recommendations are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. Pond Linear A PVC geo-membrane could be utilized to minimize infiltration and groundwater seepage into the underlying slope area and soil, NLO has provided recommendations for lining the pond area P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat Apri110, 2018 Page 14 with a 30 mil PVC geo-membrane. The liner will require a two feet minimum thickness of soil above the membrane for UV and installation protection. To minimize sliding of material placed on top of the membrane, NLO recommends the slope area should be benched and the membrane applied on a series of benches. REPORT LIMITATIONS This report has been prepared for the client regarding the subject property. Inforrf6tion resented in this report has been collected and interpreted in a manner consistent with '# p p p t�e''�Ievel of care and skill ordinarily exercised by members of the profession currently practi..in under similar conditions, and in accordance with sound and generally accepted princip consistent with normal consulting practice. No other warranty, expressed or implied, ir%dffig (but not limited to) any warranty or merchantability or fitness for a particular use has b............. ade. In the event that change in the nature, design, or location of the propose"construction is made, or any physical changes to the site occur, recommendations are nct/,,e considered valid unless the changes are reviewed by NLO and conclusions of this reparre modified or verified in writing. /// NLO should be retained to provide geotechnical set during construction. This is to observe compliance with the design concepts, s s or recommendations and to allow design changes in the event subsurface conditiori,cfer from those anticipated prior to the start of construction. We do not accept respo is �. for the performance of the foundation or earthwork unless we are retained to review destruction drawings and specifications, and to provide construction observation. Any site involving sloping terrain has: Ogrent risk of earth movement. As a result, the CLIENT agrees to accept full responsibi{/tjrtf& all risks associated with steep slopes. The CLIENT acknowledges that this risk ca�nri jf be completely eliminated and that engineering and geologic analysis is intended to rhe inherent risk associated with slopes. No amount of geotechnical engineering end geologic analysis can provide a guarantee of stable slopes. Geotechnical engineer,arfd geologic analyses are based heavily on subjective interpretation, professional judg.. and opinion regarding the physical conditions at a specific site. Subsurface coy i(�ns are only documented at those points where samples were taken and interpolation,;,gl/r,d `extrapolation is necessary between and around sample locations. Conditions can vary ;between samples and can change over time due to natural processes and/or human activit A clyses and recommendations provided in this report are based in part upon the data t. ed from the subsurface exploration. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 N.L. OLSON & ASSOCIATES, INC. 2453 Bethel Avenue P.O. Box 637 PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 SHEET OF CALCULATED BY DATE CHECKED BY DATE SCS SOIL MAPPING Attn: Sterling Griffin A SCALES no scale N.L.01son & Associates Inc. DATE MAR 2018 Werner Road Prelimina Plat Harbor Homes BRAVING NUMBER. ry Engineering, Planning and Surveying Bremerton, Washington 11515 Burnham Dr NW _ ,� 10113-18 Gig Harbor, WA 98332 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SHEET OF APPENDIX A SUBSURFACE EXPLORATION DISCUSSION TEST PIT LOGS The site soil conditions were explored on March 27, and Mar 28, 2018 by excavating 24 te'�s#'pits at various locations throughout the site including '' g g proposed access road alignments, t�m and detention facilities. The subsurface exploration work was performed with a John e e 350D Track -hoe subcontracted provided by client. The test pits ranged down in doMhW to 15 feet below current site grades. The approximate test pit locations are shown to attached Site Plan, Figure 2. The test pits logs have been included in this Appendix. Field observation during our preliminary geotechnical investigatiop­indicates that general site conditions consist of a thin mantle of exposed soil underlain by bcic. The bed rock or basalt had a degree of weathering was gauged with a rock hamm° Tong with visual observation of heavy Iron Oxide staining. Moderately weathered roc ,yt was moderately hard, tightly fractured and heavily Iron Oxide stained exhibited °a,,/1, "thud" when struck with a rock hammer. Hard and slightly weathered basalt exhibi o/'&. sharp "ping" when struck with a rock hammer. Slightly weathered material also req; -q )° 6re than one blow with the rock hammer to break an intact hand sample. Stratification lines designating the interface between soil types in subsurface exploration logs represent approximate boundaries. % A Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page t Date:Date StarMarch 27, 2018 End March 27, 2018 10133 SSMC 545' TP -1 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a. a E USCS r r Moisture (FT) 2 SYMBOL Content TPSL Topsoil 4" to 6" Brown Silty SAND, Medium Dense, Moist l I I - Trace Gravel SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter is i i 3 At 3', Grades to Dark Gray (7.5YR 4/1) 3 i :,i i - Increasing in Density at Depth I .I. 4 BASAL 5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 6 - Tightly fractured and mixed with SM top 3" to 6" End of Test Pit at 5 feet 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A k -*'A N. L. Olson &Associates, Inc. Engineering, Planning and Surveying 2453 PETI 1EI: AVENUE P.O. 11OX 6371 WASHINGTON 98366-0637 Job Number: Logged B : SMC Subsurface Exploration 10133 SM Date WRJ Start Date: End Date: 1 ® Abanonded and backfilled ❑ Revision By: Date SMC March 27, 2018 March General Surface Notes Conditions: SAMPLE COLLECTION DEPTH E USCS t Moisture (FT) c7 rn SYMBOL a o Content (%) TPSL Topsoil 2" t Brown Silty SM - Trace Grav 2 - Fine to Med BASALT - Roots and 3 Heavily Iro hard, mod 4 - Tightly fr 5- 6- 6 7 7- 8- 8 9- 9 10 10- 11- 11 12- 12 13- 13 14- 14 15- 15 16- 16 17- 17 18— 18 rector Contractor Operators Name Sampling Method Harbor Ben Grab Equipment Groundwater Elevation Deere 350D Excavator No Ground Water Detected Notes. Test Pit Log Werner Road Preliminary Plat Portion of Southeast Quarter of Section 20, Township 24, Range 1 east, W.M., Kitsap County, WA Ground Surface Elevation Test Pit Number Page 27, 2018 470' TP -2 1 of 1 0 4" SAND, Medium Dense, Moist el ium Grained Sand Rootlets Generally Less than 2" diameter n Oxide Stained Crescent Formation BASALT, moderately mode weathered, fine grained, aphanitic actured and mixed with SM top 6" to 12" End of Test Pit at 3 feet Drawn By: Date Test Pit Completion SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Checked By: Date WRJ April XX, 2018 ® Abanonded and backfilled ❑ Revision By: Date SMC April XX, 2018 ❑ A L' -`J N. L. Olson&Associates, Inc. Engineering, Planning and Surveying 2453 BETHEL AVENUE P.O.RQX 627. POR ORCHARD, WASHINGTON 98366-0637 Job Number: 10133 Logged B SM ❑ General ❑ Piezometer Notes Abanonded and backfilled SAMPLE El COLLECTION DEPTH E USCS (FT) C7 rn SYMBOL TPSL d I �I it I .i. i SM 3 MIL 5 1111111 12 Contractor Harbor Equipment Deere 350D Excavator Notes: Ben Test Pit Log Werner Road Preliminary Plat Portion of Southeast Quarter of Section 20, Township 24, Range 1 east, W.M., Kitsap County, WA Ground Surface Elevation Test Pit Number Page Date 27 2018 End March 27, 2018 470' TP -3 1 of 1 Surface Conditions: r Moisture a Content Topsoil 3" to 6" 1 Brown Silty - Trace Gra 2 - Fine to Me - Roots and 3 Light Brown 4 - Increasing - Pocket Pen 5 6 7 8 9 10 L 11 12 —13 14 15 16 17 18 Sampling Method Grab Groundwater Elevation No Ground Water Detected SAND, Medium Dense, Moist vel dium Grained Sand Rootlets Generally Less than 2" diameter and Grayish Brown Mottled Silt, Medium Stiff, Moist in Density at Depth etrometer 0.5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM from 8' to 13' End of Test Pit at 13 feet Drawn By SMC Checked By: WRJ Revision By: SMC Date March 31, 2018 Date April XX, 2018 Date April XX, 2018 Test Pit Completion ❑ Monitoring Well ❑ Piezometer ® Abanonded and backfilled El A Test Pit Log L=JN.L.OISOn&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page ate Start arch 27, 2018 End March 27, 2018 10133 SMC 410 TP -4 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a E USCS r t Moisture (FT) m SYMBOL n o Content M TPSL Topsoil 2" to 4" Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel 2 ', r I SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3- 4- 47 7 Dark Brown Poorly Graded Gravel, Medium Dense to Dense, Mosit 5 -Trace Silt and Clay -Trace Cobbles g - Subangular Cobbles and Gravel 7 8 At 8', Uphill (West) side of pit bedrock with terraced stepping down to GP east 9 At 9', Water Seepage on SE side of Pit 10- 11 Rock becomes grayer in color and less fractured at depth 12 BASALTI Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 13 hard, moderately weathered, fine grained, aphanitic _ Tightly fractured and mixed with SM top 6" to 12" of pit on east side 14 End of Test Pit at 13 feet 15 16 17 18 Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation By: Date Deere 350D Excavator Water Seepage at 9' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-"AN.L.OISOn&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page t DateEnd Da 10133 SMC 420' TP -5 1 1 March 27, 2018 March March 27, 2018 of General Surface Notes Conditions: SAMPLE COLLECTION DEPTH —6 2 uscs Moisture (FT) SYMBOL Content (ce) TPSL Topsoil 1" to 2" BASALT 1 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 2 -Tightly fractured and mixed with SM top 4" to 6" End of Test Pit at 1 foot 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well F-1 Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L,-*"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StaMa ch 27, 2018 ateE°dMa��h 27, 2018 10133 SMC 480' TP -6 1 of 1 General Surface Notes Conditions_ SAMPLE COLLECTION DEPTH USCS r Moisture Content (FT) SYMBOL 0 (%) TPSL Topsoil 4" to 8" i 1 Brown Silt SAND, Loose to Medium Dense, Moist y - Trace Gravel 2 i i. t SM 2 - Fine to Medium Grained Sand i. ,I• I - Roots and Rootlets Generally Less than 2" diameter 3 - Increasing in Density at Depth - Caving at 3' I: r .I 4- 5 6 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 7 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 8 - BASALT 9- 10- 10111213End 11- 12- 13 -- End of Test Pit at 13 feet 14- 415161718Contractor 15- 16- 17- 18— Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer F-1Deere Equipment Groundwater Elevation Checked By: Date 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled 171Revision Notes: Date By: SMC April XX, 2018 ❑ Test Pit Log ,A kill L.OISon&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number e Start arch 27, 2018 ate End DateMarch 27, 2018 10133 SMC 485' T—Fag— TP -7 1 of 1 General Surface Notes Conditions: SAMPLE _ COLLECTION DEPTH E USCS t Moisture (FT) (D U)SYMBOL n Content TPSL Topsoil 2" to 4" ;. .l SM 1 Brown Silty SAND, Loose, Moist 1.5 - Trace Gravel 2 Medium Grained Sand BASALT L-Finetto os and Rootlets Generally Less than 2' diameter 3 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 4 - Tightly fractured and mixed with SM top 6" to 12" 5 End of Test Pit at 3 feet 6- 7- 789101112131415161718Contractor 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18— Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Date March arch 27, 2018 ate End March 27, 2018 10133 SMC 490' TP -8 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH " o a USCS 'r t Moisture SYMBOL Content TPSL Topsoil 2" to 6" Brown Silty SAND, Loose, Moist SM - Trace Gravel 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3 3 Brownish Gray Poorly Graded SAND, Loose, Moist 4 - Trace Gravel, Trace to No Silt - Fine to Medium Grained Sand 5 - Subrounded to Subangular Gravel SP 6 7 Iron Oxide Stained at 7' 8 9 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM BASALT 11 - Minor Caving 12- 13- 14 -14 End of Test Pit at 14 feet 15 61718 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By Date SMC April XX, 2018 ❑ A Test Pit Log L,-"AN.L.OISOn&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number.- Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start March 27, 2018 End Date March 27, 2018 10133 SMC 450' TP -9 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH q o E uSCSMoisture .J Content (FT) C9 U)SYMBOL TPSL Topsoil 2" to 6" 2 is r 'i 1 Brown Silty SAND, Loose, Moist I I I SM - Trace Gravel 2 - Fine to Medium Grained Sand .i. i - Roots and Rootlets Generally Less than2" diameter 3 Brownish Gray Sandy SILT, Dense, Moist ffs ML 4 - Trace to No Clay and Gravel - Fine to Medium Grained Sand 5 - Subrounded Gravel 6 6- 7 7 At T, Graded to Gray Color BASALT eaily Ion Oxide Stained Crescent Formation BASALT, moderately g �hardv.morderatelyweathered, fine grained, aphanitic End of Test Pit at 8 feet 10 11- 112131415161718 12- 13- 14- 15- 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanondetl and backfilled ❑ Notes: Revision By: Dale SMC April XX, 2018 ❑ Test Pit Log L-*'AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface ExplorationGround Surface Elevation Test Pit Number Page Da March arch 27, 2018 ate End March 27, 2018 10133 SMC 540' TP -10 1 of 1 General Surface Notes Conditions. SAMPLE COLLECTION DEPTH t a 2E USCS SYMBOL r 7riContent Moisture (FT) O to o cam) TPSL I Topsoil 4" to 6" 2 I. I I 1 Brown Silty SAND, Loose, Moist - Trace Gravel is r 'i 2 - Fine to Medium Grained Sand SM - Roots and Rootlets Generally Less thanZ" diameter 3- 4-- 44 4 Brown Poorly Graded SAND, Medium Dense, Moist 5 - Trace Gravel, Trace to No Silt SP - Fine to Medium Grained Sand 6 - Subrounded to Rounded Gravel 7- 8 - 8Heavily Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic BASALT - Tightly fractured and mixed with SM 10 -Less fractured at depth 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Bert Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log ,A L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number rt Sta arch 27, 2018 ate End March 27, 2018 10133 SMC 490' ]-77a—gia— TP -11 1 of 1 General Surface Notes Conditions- SAMPLE COLLECTION DEPTH " o m E USCS L Moisture (F-0 O rn SYMBOL a Content TPSL Topsoil 2" to 4" Brown Silty SAND, Medium Dense, Moist SM - Trace Gravel 2 - Fine to Medium Grained Sand -Roots and Rootlets Generally Less than 2" diameter 2 SP - -3 Gray Poorly Graded SAND with Gravel, Medium Dense, MAmoderately BASAL - Trace to No Silt 4 - Fine to Medium Grained Sand - Subrounded to Rounded Gravel 5 Heavily Iron Oxide Stained Crescent Formation BASALT 6 hard, moderately weathered, fine grained, aphanitic End of Test Pit at 3 feet 7 8- 9 10- 0 11 11- 12 12- 13 13- 14- 14 15 15- 16- 16 17- 17 18— 18 r Contractor Operators Name Sampling Method Drawn By. Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes- Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L-AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453BETHELAVENUE Portion of Southeast Quarter of Section 20, Township 24, p P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevafion Test Pit Number page Date March arch 27, 2018 ate End March 27, 2018 10133 SMC 545' TP -12 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH -6 m E r USCS t �- Moisture Content (FT) cn SYMBOL o (%) TPSL Topsoil 2" to 6" Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel F ! I 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel r r i 3 - Roots and Rootlets Generally Less than2' diameter to a depth of 3' 4 I..I 4 %i. I I-" i �I I i I 4'•I J r.. I 1 I I 5— . Iri ( SM 6- I r• i 7- 7 I. I T I •I- I 8— 9 . I, r .I 9 is i i At 9', Grades to Dark Brown Silty SAND, Dense, Moist 10— -Trace Cobbles, Trace to No Boulders Subrounded to Subangular Gravel, Cobbles anb Boulders 11 Dark Brown SILT, Stiff, Moist 11 12 -Gravel sized Gypsum Nodules ML - Subrounded to Subangular Gravel 13— MINI 14 End of Test Pit at 14 feet 15 61718 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-JN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, p P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Date March arch 28, 2018 End March 28, 2018 10133 SMC 540' TP -13 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTIONo. DEPTH a E USCS Moisture cEn SYMBOL o Content r,) TPSL Topsoil 2" to 6" i. r 1 Brown Silty SAND, Medium Dense, Moist r..i. i - Trace to No Gravel SM 2 - Fine to Medium Grained Sand i -Subrounded to Rounded Gravel 3 i i i 3 - Roots and Rootlets Generally Less than 2" diameter to a depth of 4' 4 At 4', Iron Oxide Staining 5 5 ML Gray Brown Mottled Silt, Stiff, Wet g -Trace Clay and Trace to No Gravel 6 i :i -Subrounded to Rounded Gravel Gray Brown Silty Sand, Dense, Moist - Fine to Medium Grained 8 SM - Trace Gravel 9— - Subrounded to Subangular Gravel I r I - Iron Oxide Staining at 7' 10 11 End of Test Pit at 11 feet 12- 2131415161718Contractor 13- 14- 15- 16- 17- 18— Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator Wet Soils at 5' WRJ April XX, 2018 ® Abanonded and backfilled F-1Revision Notes: Date By SMC April XX, 2018 ❑ Test Pit Log A!. -"AN. L•JN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Da March arch 28, 2018 ate End March 28, 2018 10133 SMC 480' TP -14 1 of 1 General Surface Notes Conditions: SAMPLE _ COLLECTION DEPTH aUSCS Moisture (FT) m i. CD U) SYMBOL w Content TPSL Topsoil 2" to 6" SM 1 Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 3 - Roots and Rootlets Generally Less than 2" diameter ML Light Brown Sandy SILT/CLAY, Stiff, Wet 4 -Trace to No Gravel 5 - Subrounded to Subangular Gravel - Increasing in density after 3' 6 6 i r• i Dark Brown Silty SAND, Dense, Moist i is t 7 - Trace Gravel - Fine to Medium Grained Sand 8 - Subrounded to Subangular Gravel SM i i I g .I.I .I 10 I .I. I 11 End of Test Pit at 11 feet 12- 2131415161718Contractor 13- 14- 15- 16- 17- 18— Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator Wet Soils at 3' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By Date SMC April XX, 2018 ❑ Test Pit Log ,A L-JN.L.OISon&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page 10133 SMC Sta March 27, 2018 End D -f 27, 2018 420' TP -15 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTIONF DEPTH ` n T E USCS t Moisture (FT) O m SYMBOL Content TPSL Topsoil 2" to 3" I SM 1 Brown Silty SAND, Loose to Medium Dense .I. - Trace to No Gravel 2 -Fine to Medium Grained Sand BASALT Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 3 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 6" to 12" 4 End of Test Pit at 3 foot 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Op erators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L'JN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Sta March 28, 2018 ate End March 28, 2018 10133 SMC 455' TP -16 1 of 1 General Notes Surface Conditions: SAMPLE COLLECTION TH DAFT) o a� N USCS SYMBOL O Moisture Content (9 cam) TPSL Topsoil 4" to 6" I � I Brown Silty SAND, Medium Dense, Moist i' SM - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter 4 Grayish Brown Well Graded SAND, Medium Dense, Wet -Trace to Gravel 5 - Medium to Coarse Sand - Subrounded to Subrounded Gravel 6 - Gravel Interbeds 6 7 r'. 8 :. SW g 10 11 Increased Gravel Content at depth 12 12 - At 13' Caving 13 14 BASALT1. Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic -Tightly fractured and mixed with SM 16 End of Test Pit at 15 feet 17 18 Contractor erators Name Sampling Method Drawn By: Date Test Pit Completion Harbor T Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked By. Date Deere 350 Excavator Wet Soils at 5' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-JN.L.01son &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page March March 28, 2018 DateEnd March 28, 2018 10133 SMC 440' TP -17 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a E USCS 5 Moisture (FT)rn m SYMBOL o Content / TPSL Topsoil 2" to 6" :,I 1 Brown Silty SAND, Medium Dense, Moist IT i SM - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generallv Less than diameter Brownish Gray Sandy SILT, Stiff, Moist 4 - Trace Clay and Trace to No Gravel - Roots Until 6' 5 5 - 1.25 Pocket Pentrometer ML 6 - Iron Oxide Staining at 5 7- 8 8 Density and Moisture Increase at Depth starting at about 8' 9 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, heavily weathered, fine grained, aphanitic BASALT - Tightly fractured and mixed with SM 11 -Less fractured at depth 12 End of Test Pit at 12 feet 13- 31415161718 14- 15- 16- 17- 18— j ContractorOperators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Bert Grab SMC March 31, 2018 ❑ Monitoring Well E]Checked Piezometer Equipment Groundwater Elevation By Date Deere 350 Excavator No Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes_ Revision By: Dale SMC April XX, 2018 ❑ A Test Pit Log L-JN.L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By. Subsurface Exploration Ground Surface Elevation Test Pit Number Page 10133 SMC Sta March 28, 2018 t Date:End March 28, 2018 440' TP -18 1 of 1 General Surface Notes Conditions. SAMPLE COLLECTION DEPTH q o o. a E USCS t Moisture (FT)O '� SYMBOL m o Content �%) TPSL I Topsoil 4" to 6" SM 1 Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 3 - Roots and Rootlets Generally Less than diameter Brownish Gray Poorly Graded Sand, Dense, Moist 4 4 - Trace Silt SM -SP - Fine to Medium Grained Sand 5 - Clay Interbeds 6- 7- 7 Brownish Gray Sandy Silt, Stiff, Moist 8 -Trace to No Boulder (Similar to other test pit weather rock) -Fine to Medium Grained Sand 9 - Pocket Penetrometer 1.0 ML 10 At 10', Heavy Water Seepage 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 10' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L=AN.L.Olson&Associates,Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StartD to arch 28 2018 End March 28, 2018 10133 SMC 440' TP -19 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(EP_�TH a n USCS t Moisture SYMBOL m o Content (/) TPSL Topsoil 4" to 8" Brown Silty SAND, Medium Dense, Moist SM 2 ' I ' - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than diameter Brownish Gray Sandy SILT/CLAY, Stiff, Moist 4 - Fine Grained Sand 5 - Increasing Density at Depth 5 - At 5' and 7', Iron Oxide Staining 6 - MIL 7- 8- 891011 9- 10- 11 At 11 ", Moderate Water Seepage 12 BASALTI Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 13 hard, heavily weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 14 End of Test Pit at 13 feet 15 16 17 18 Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 11' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log A! --"A L-JN.L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying Portion of Southeast Quarter of Section 20, Township 24, 2453 BETHEL AVENUE P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page 10133 SMC 535' TP -20 1 of 1 Sta Mac, 28, 2018 End Date March 28, 2018 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH " o E USCS Moisture Content (FT) U)p SYMBOL I/) TPSL Topsoil 4" to 8" Brown Silty SAND, Medium Dense, Moist 1.5 i. 'i i - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel SM is i i 3 - Roots and Rootlets Generally Less than2" diameter 4 I.I.I 4 - BASALT BASALT5 -5- Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, heavily weathered, fine grained, aphanitic 6 - Top 4" to 6" tightly fractured and mixed with SM End of Test Pit at 5 feet 7- 8- 89101112131415161718Contractor 9- 10- 11- 12- 13- 14- 15- 16- 17- 18— Contractor Operators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Dale Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log ,A L-JN.L.Olson&Associates,Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying Portion of Southeast Quarter of Section 20, Township 24, 2453 BETHEL AVENUE P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page Sta Ma ch 28, 2018 DateEnd March 28, 2018 10133 SMC 535' TP -21 1 of 1 General Surface Notes Conditions: SAM PLE COLLECTION DEPTH r m USCS .c Moisture (FT) U) SYMBOL a o Content �%) TPSL Topsoil 3" to 6" Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel ! 2 - Fine to Medium Grained Sand 2 i i r -Subrounded to Rounded Gravel t 3 - Roots and Rootlets Generally Less than 2" diameter SM 4 At 2', Grades to Light Brown i I: i I r) 5- 6 - 6 At At 6.5', Light Water Seepage 7 Brownish Gray Sandy SILT, Stiff, Moist 7 - Trace Clay 8- - Fine Grained Sand 9 - Pocket Penetrometer 2.0 ML 10- 11 End of Test Pit at 11 feet 12 13 14 15 16 17 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 6.5' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page March arch 28, 2018 ate End March 28, 2018:] 10133 SMC 450' TP -22 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH E E- USCS r .� w- Moisture Content (FT) SYMBOL TPSL I Topsoil 4" to 6" 1.5 i i SM 1 Brown Silty SAND, Medium Dense, Moist .i. - Trace to No Gravel - Fine to Medium Grained Sand 2 -Subrounded to Rounded Gravel BASALT 3 - Roots and Rootlets Generally Less than 2" diameter Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 4 4 - Top 24 to 30" tightly fractured and mixed with SM 5— End of Test Pit at 4 foot 6- 7- 789101112131415161718 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18— j Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 Monitoring Well Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By. Date SMC April XX, 2018 0 A Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start arch 28, 2018 End March 28, 2018 10133 SMC 450' TP -23 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(PjH n n° USCS Moisture SYMBOL w o Content (%) TPSL Topsoil 3" to 6" is r 'i SM 1 Brown Silty SAND, Medium Dense, Moist I' I - Trace to No Gravel 2 i I 2 - Fine to Medium Grained Sand ;i -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2' diameter Gray Poorly Graded SAND with Gravel, Medium Dense, Moist 4 - Trace to No Silt SP - Fine to Medium Grained Sand 5 - Subrounded to Rounded Gravel 6- - Zones of Organics (Dark Brown Material) 6 Ligth Brown SILT, Medium Stiff, Moist 7 -Trace Clay -Iron Oxide Staining g -Mottling - Pocket Penetrometer 1.0 9 At 8', Iron Oxide Staining ML 10 10 y At 10', Grades Brown Sand SILT Very Stiff, Moist � rY 11 -Trace Clay - Trace to No Gravel 12 13 End of Test Pit at 13 feet 14- 415161718 15- 16- 17- 18— j Contractor78.n ators Name Sampling Method Drawn By Date Test Pit Completion Harbor Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-JN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StaMa ch 28, 2018 ateEnd March 28, 2018 10133 SMC 450' TP -24 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTHuscs r n 2 ESYMBOL x Moisture Content (FT)N o �,) TPSL I Topsoil 2" to 4" 1 ,t. 'I . I SM 1 Brown Silty SAND, Loose to Medium Dense, Moist .I.I.� - Trace to No Gravel 2IJI 2 - Fine to Medium Grained Sand BASAL -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 4 hard, Heavily weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 4" to 6" 5 End of Test Pit at 2 foot 6- 7- 789101112131415161718Contractor 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18— Contractor Op erators Name Sampling Method Drawn By Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ DA7 JM Scale: V= NAVD 88 150 0 150 300 Scale in Feet PN: 2924 01 - 2 - 002 - 2008 PN: 292401-1-018-2002 WETLAND B { Na 1 l 1 I I 00 , PN: 212401-- 1-007-20019 1 WERNER ROAD RESIDENTIAL DEVELOPMENT 1 • ■ PON. I I I PN: 4597-000-001-0000 I PN:2Q2401-4-002_003 J — AKtA ur NA I Vt VLGH AnoN I PN: 212401-3-007-2009 N.L. Olson & Associates,Inc. E ° wA,° 4- FOR: HARBOR CUSTOM HOMES, LLC _ Engineering, Planning and Surveying z ATTN: STERLING GRIFFIN (360) 895-2350 or (360) 876-2284 11515 BURNHAM DRIVE NW �STOONAL 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 orf •NAL GIG HARBOR, WA 98332 NLO PROJECT #10233 t AREA OF NATIVE VEGETA f PN: 212401-3-007-2009 PN: 202401-1-019-2000 PN-- 202401-1-005-2006 NOTE PN:2024L PN: 2[ PN: 2024[ THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 VICINITY MAP NOT TO SCALE SECT 20, T N 24, R IE ('PRELIMINARY SHEET INDEX SHEET DESCRIPTION C1.00 COVER SHEET 01.01 LEGEND & SITE DATA 02.00 TOPOGRAPHIC SURVEY 1 02.01 TOPOGRAPHIC SURVEY 2 03,00 OVERALL SITE PLAN 03.03 SITE PLAN 1, NORTHWEST SITE ACCESS C3.02 SITE PLAN 2, NORTH POND & PARK 03.03 SITE PLAN 3, ZIPPER ROAD B NORTH & ROAD A 03.04 SITE PLAN 4, UPPER ROAD B MID & ROAD A C3.05 SITE PLAN 5, UPPER ROAD 8 SOUTH C3.06 SITE PLAN 6, LOWER ROAD B SOUTH C3.07 SITE PLAN 7, LOWER ROAD B MID 03.08 SITE PLAN 8, LOWER ROAD B NORTH 03.10 ROAD SECTIONS 03.20 ROAD A PROFILE 03.21 ROAD B PROFILE 1 (STA. 25+00 TO STA. 42+50) C3.22 ROAD B PROFILE 2 (STA. 42+50 TO STA. 74+00) 03.23 ROAD B PROFILE 3 (STA. 74+00 TO STA. 90+00) C4.00 OVERALL STORM & GRADING PLAN C4, 01 STORM & GRADING 1, NORTHWEST SITE ACCESS 04.02 STORM & GRADING 2, NORTH POND & PARK C4.03 STORM & GRADING 3, UPPER ROAD B NORTH & ROAD A C4.04 STORM & GRADING 4, UPPER ROAD B MID & ROAD A 04.05 STORM & GRADING 5, UPPER ROAD B SOUTH 04.06 STORM & GRADING 6, LOWER ROAD B SOUTH C4.07 STORM & GRADING 7, LOWER ROAD B MID 04.08 STORM & GRADING 8, LOWER ROAD B NORTH C4.09 STORM & GRADING 9, WEST POND 05.01 UTILITY PLAN 1, NORTHWEST SITE ACCESS C5.02 UTILITY PLAN 2, NORTH POND & PARK 05.03 UTILITY PLAN 3, UPPER ROAD B NORTH & ROAD A C5.04 UTILITY PLAN 4, UPPER ROAD B MID & ROAD A C5.05 UTILITY PLAN 5, UPPER ROAD B SOUTH 05.06 UTILITY PLAN 6, LOWER ROAD B SOUTH C5.07 UTILITY PLAN 7, LOWER ROAD B MID 05.08 UTILITY PLAN 8, LOWER ROAD B NORTH Site Data GENERAL INFORMATION: SITE ADDRESS WATER SANITARY SEWER R-10 RESIDENTIAL (298 LOTS): NO ADDRESS (SITE TO THE SOUTH OF 7500 WERNER RD) CITY OF BREMERTON CITY OF BREMERTON TAX ACCOUNT NO. 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, TOTAL TRACT 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, TRACT J 202401-4-007-2008, 202401-4-010-2003 (FUTURE INDUSTRIAL) NUMBER OF LOTS 298 (3.43 AC) ZONING R-10 LOW DENSITY RESIDENTIAL R-10 SITE AREA (GROSS) 3,466,202 SF (79,57 AC) RESIDENTIAL LOT AREA -0- 1,363,059 SF (31.29 AC) PLAT ROW AREA 438,377 SF (10.06 AC) WERNER ROAD ROW DEDICATION 514 SF (0.01 AC) TOTAL TRACT GUY ANCHOR 1,657,602 SF (38.05 AC) TRACT A (OPEN SPACE) 243,247 SF (5.58 AC) TRACT B (WETLAND & PARK) 89,008 SF (2.04 AC) TRACT C (LANDSCAPE) 3,310 SF (0.08 AC) TRACT D (OPEN SPACE) 6,118 SF (0.14 AC) TRACT E (OPEN SPACE) 5,904 SF (0.14 AC) TRACT F (STORM ACCESS) 3,922 SF (0.09 AC) TRACT G (STORM ACCESS) 2,727 SF (0.06 AC) TRACT H (WETLAND STORM 9,310,015 SF (30.07 AC) 0 PROPOSED & OPEN SPACE) G EXISTING NORTH INDUSTRIAL PARCEL (STORM & SITE ACCESS): TAX ACCOUNT NO. 202401-1-007-2004 STORM & SITE ACCESS AREA (GROSS) 369,074 (8.47 AC) INDUSTRIAL PLAT ACCESS ROW AREA WERNER ROAD ROW DEDICATION TOTAL TRACT AREA TRACT I (PARK) TRACT J (STORM & PARK) TRACT K (FUTURE INDUSTRIAL) 60,712 SF (1.39 AC) 21,107 SF (0.48 AC) 293,430 SF (6.74 AC) 23,882 SF (0.55 AC) 149,265 SF (3.43 AC) 114,109 SF (2.63 AC) WEST INDUSTRIAL_ PARCEL _(-STORM), TAX ACCOUNT NO. 202401-4-002-2003 TOTAL PARCEL AREA AREA USED FOR STORM APPROXIMATE EARTHWORK 868,555 SF (19.94 AC) INDUSTRIAL 34,381 SF (0.79 AC) CUT. .400,000 Cu Yd FILL ..................400,000 Cu Yd NOTE: CONTRACTOR TO VERIFY QUANTITIES SHOWN, NOT TO BE USED FOR BID PURPOSES NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 81y REVISIONS fiC+� �i7��� �:Pi �����iL'�iII�P►1 LEGEND LEe 41-��� k Y pF 4919 w cr Teg� w �s�rON L r��`i ,'I�. L PROPOSED ASPHALT CONCRETE ❑ EXISTING CATCH BASIN �...� DESIGNED (Si— EXISTING SANITARY SEWER MANHOLE PROPOSED CONCRETE CHECKED NLOII 3/18 L�. l -0- EXISTING UTILITY POLE ■ ■ SITE BOUNDARY EXISTING ELECTRICAL BOX -- EXISTING GUY ANCHOR — — — — PROPOSED ROW W EXISTING GAS VALVE — — — — PROPOSED LOT LINE IJ EXISTING TELEPHONE RISER ® EXISTING WATER METER PROPOSED EASEMENT r_1 EXISTING SIGN 9- PROPOSED FIRE HYDRANT OH EXISTING OVERHEAD UTILITY LINES SID EXISTING CULVERT 13 PROPOSED TYPE 1 CATCH BASIN BURIED UTILITIES PER LOCATOR PAINT MARKS 0 PROPOSED TYPE 2 CATCH BASIN G EXISTING GAS LINE EXISTING TELEPHONE CABLE PROPOSED STORM PIPE W EXISTING WATER LINE PROPOSED RIP—RAP tea- PROPOSED FENCE LANDSCAPED AREAS (SEE LANDSCAP PLANS) (:���AREA OF NATIVE VEGETATION )(UNDISTURBED AREA) FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: NO SCALE D A TE: March 30, 2018 DRAWING NUMBER: 10233 SHEET C1.01 LEe 41-��� k Y pF 4919 w cr Teg� w �s�rON L r��`i ,'I�. L BY DATE LZI N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE DATA LEGEND & S A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. DESIGNED RPT 3/18 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: NO SCALE D A TE: March 30, 2018 DRAWING NUMBER: 10233 SHEET C1.01 llA7'iJ'�I NAVD 88 Scale: 1"= 50' LEGEND ® WATER METER 0 FIRE HYDRANT -0-UTILITY POLE e WATER VALVE tj TV VAULT S BLOW OFF VALVE n TELEPHONE RISER 0 GAS FAULT (P -)STORM DRAIN MANHOLE Q SANITARY SEWER MANHOLE SoSANITARYSEWER CLEAN OUT 55 SANfTARY SEWER PAINT MARKS -- UH ----OVERHEAD POWER w BURIED WATER LINE T BURIED TELEPHONE LINE BURIED ELECTRICAL 60' Wlpl PER AFI S 1 ' 48' 10' 29.E CALCULATED CENTER OF SECTION 20 PER: KITSAP COUNTY PUBLI WORKS SECTION 20 REVISIONS NO. DATE BY DESCRIPTION DESIGNED DRAWN CHECKED APPROVED ACCEPTED 8Y DATE A:Z:i N.L.01son & Associates, Inc. JAT 3/18 JCD 3/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O, Box 637, Port Orchard, WA 98366 L A'W�' h . TOPOGRAPHIC SURVEY I WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the SOLItheast Quarter of Section 201, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 50 0 50 100 Scale in Feet FOR: SCALE: 1 "=50' Harbor Custom Homes, LLC DATE: Mareh 30, 2018 Attn: Sterling Griffin DRAWING NUMBER: 11515 Burnham Drive NW 10233 Gig Harbor, WA 98332 SHEET C2.00 NO. I DATE I BY I DESCRIPTION N88' 40' 47"W 2629.27 T 20 �` CALCULATED CENTER OF SECTION 20 PER: KITSAP COUNTY PUBLIC WORKS SECTION 20 FOUND 1/2" REBAR & CAP LS. NO. 20795 SOUTH SECTION 1/4 CORNER VISITED APRIL 3, 2018 S88' 38' 07"E 2628.28' REVISIONS I M --- ---- - �i� N88' 40' 47"W 2629.27' f•.. _..-,- �`` `1 - ' - --moi -- -� �,::.,.. . ,.:...-�..__..,, _ - .."< 25' 30t'W� , 588 34' 30"� - 327.34' L=05:08, R 225.04 , / 129.94' A=44.58, I _.._S3' 18' 1-W 193.00' �= o _� 2 240 f � D99— J -Q ­�p� -i�. J `- 1 l r 307-91' _ 1 tLO ~BO7WII�E_ EASEMENT 1 1 _PE AFN: -_30]3025 rS1:=::4a -10= W 29.24. } r l ! t 2618.11'' �� X54.53' } J 1 1 l h 460, 20240.7' ; 4 009 200 r" - -'-:a I 202 Q 1-{4 [)1 �I 200J � f ' I [ `` 19 32' WE 64.84' L11 , %f J LLI l z I o �20 �01 41-Qp�7 BOOS ¢o u: _j LLJ Ld ! -. J _ -\ , _ \ ,L. 7 � l N88'1 3 3' 0 "Wf 65 .15' -� rn I 7 I 1 I 202401.`2007 ` i Q a I a —008 1 1 0 _ �Q,24,01— —006-2009 %,`,�l � � `� ` � ` � :i LL _ 11 �NQ 490, 1 p 1` LLI�� li ti l 1 {{ } f ` 656.11' p. 1 z• WWW LLJ 4n �, ) 120i Ln ro kn r___—�_� N8$'r34' 33' W/,65f8; I ! I 1 ` f� J I. 11� 1 1 f / I - r J // 6JrO I� �' I Ld �' ' \ �' \ • '�' / / I ' ' + / dl !moi fJI W 00 5 J I l ad4-2007 ELECTRIC TRANSFORMER r ; I �.� 4 rl `. ,�• 603 f n02 ` 1 i �, f rl NB� &+ 1041" 56.41' JI LL i sna 1 IIS - d �. tr Ld CA l , 2 WATER VAVLE �— - 1 l '� �� 2 WATER BLOW OFF VALVES S88' 37' 35"E 2528.15' /{' 1314.07' ���'-� �' ly I ` 20 27 ,7 7� 29 zs BY DATE ti�a• " ,�"..•�� A DESIGNED XA:& N.L.0Ison & Associates, Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED JCD 3/18'' 360 876---2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 L}"'L�Ic� L6 Cy u7 LO FOUND BRASS DISK INSIDE 12" ADS PIPE, 6' DOWN. VISITED APRIL 3, 2018 DA'F€J M NAVD 88 Scale: '1" 200' LEGAL DESGRPITIQN LEGEND w w BURIED WATERLINE T T BURIED TELEPHONE LINE ss ss SANITARY SEWER LINE BURIED ELECTRICAL OVERHEAD POWER DITCH FLOWLINE ' GRAVEL ROAD `i ` �`:':.._,.�?':. ASPHALT ROAD :: WETLAND AREA PARCEL 202401-4-009-2006; THE NORTH HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON, FOUND 5 1/2" AXEL PARCEL 202401-4--008-2007; EAST SECTION 1/4 CORNER THE SOUTH THREE ---QUARTERS OF THE WEST HALF OF THE NORTHEAST QUARTER OF THE SOUTHEAST VISITED APRIL 3, 2018 QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. CALCULATED NORTHEAST SECTION CORNER PER: KITSAP COUNTY PUBLIC WORKS SECTION 20 PARCEL 202401-4-003-2002; THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER, SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W -M, IN KITSAP COUNTY, WASHINGTON; EXCEPT THE NORTHEAST QUARTER OF THEREOF. PARCEL 202401-4-004--2001; THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER, SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M., IN KITSAP COUNTY, WASHINGTON. PARCEL 202401-4-005-2000; THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON, PARCEL 202401-4--006-2009; THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINCTON. PARCEL 202401-4-007--2008; THE SOUTH HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. PARCEL 202401-4-010-2003; THE NORTH HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. PARCEL 202401--1---007-2004; RESULTANT PARCEL 1 OF BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR FILE NO. 200511020334, RECORDS OF KITSAP COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 24 NORTH, RANG 1 EAST, W.M., KITSAP COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO KITSAP COUNTY FOR WERNER ROAD UNDER AUDITOR'S FILE NO. 682328; AND EXCEPT THAT PORTION LYING WESTERLY OF THE CENTERLINE OF AN ACCESS AND UTILITY EASEMENT AS DESCRIBED UNDER AUDITOR'S FILE NO, 3003025. PRACTICEZPROCEDURES TRIMBLE R4 GPS ROVER AND SLATE CONTROLLER USED FOR GPS TIES TO SURVEY CONTROL. CONVENTIONAL SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH A SPECTRA PRECISION FOCUS 35 TOTAL STATION. FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.G. 332-130-090, REFRENGES BASIS OF BEARINGS: NAD83/91, WASHINGTON NORTH ZONE, WASHINGTON STATE PLANE COORDINATE SYSTEM, KITSAP COUNTY PUBLIC WORKS SECTION 20, T 24 N, R 1 E, WM DATE: JULY 29, 1996 KITSAP COUNTY RECORDS, V/29—PG/218 AFN; 200511020334, AFN; 3003025 NOTES 1. 5' INTERVAL CONTOURS ARE BASED OFF OF LIDAR DATA FROM KITSAP COUNTY, WASHINGTON 2. WETLAND SHOWN HEREON ARE BASED ON WETLAND REPORT PROVIDED BY ROBBYN MYERS,PWS AT BGE ENVIRONMENTAL, LLC AND SURVEYED BY N.L. OLSON & ASSOCIATES IN FEBRUARY, 2018. 3, LEGAL DESCRIPTIONS SHOWN HEREON ARE BASED ON KITSAP COUNTY ASSESSOR DESCRIPTION. PARCEL NUMBER: 202401-1-010-2003 TOPOGRAPHIC SURVEY 2 FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 200 0 200 400 Scale in Feet SCALE: t"=200' Harbor Custom Homes, LLC DATE: March 30, 2018 Attn: Sterling Griffin DRAWING NUMBER; 11515 Burnham Drive NW 10233 Gig Harbor, WA 98332 SHEET 02.01 1 1 1� 116 �� w 40 40 4p 40 40 w .. 4., x x 4d 4V w w w' 40 _- --� 40 4U �' 4G 4a 47 40' 40' 4C 40' 4tl �w m w 1-4�`T 4W J `�T-' 4Q' Ory 4 • - • { 1 '�! 2 ! r + I 1 i f 1 I 1 r 42' +r 42' 47 4Y 4Y 4s' � r 4s' 4r +r 4r +z' 4z' „' +, 40' 40• 4a• w. +o• II 3 1S 4 2 S M I 11 i 1 wl -1 6 �l 7 �r 8 �! 9� I r 1 1 ! ! ! ! r I ! ! 1 I I I I ! 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Box 637, Port Orchard, WA 98366 OVERALL SITE PLAN WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range i East, W.M., in Kitsap County, Washington. FOR: irDATUM Scale: V=100' NAVD 88 TRACT C Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 100 200 TTSiiiiiiiiiiii Scale in Feet SCALE: 1"=100' DATE: April b, 2018 DRAWING NUMBER: 10233 SHEET C3.00 ■S 40' 60 40' 61 �IND 61 62 [V 55, 63 40140' SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY. aGROUND COVER RYE, FISCLLE, BLUEGRASS — — AS READ. THORNLESS COCKSPUR HAWTHORN IVORY SILK JAPANESE TREE LILAC Crataegus crus—ga11i 'Inerm' Syringa reticulata 'ivory Silk' BY DATE � IA �!J N.L.�15Gn & ASsociates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR. Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 g SCALE: 1--30 Z CAL 25-34' O.C. 48 BY CANADA RED CHOKECHERRY Prunus rginiona 'Canada Red' vi RPJ 27' 15' JACK PEAR 50' DRAWN JAT 318 X233 CHECKED NLOII 318 APPROVED t STREET TREE LANDSCAPE SCHEDULE SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY. aGROUND COVER RYE, FISCLLE, BLUEGRASS — — AS READ. THORNLESS COCKSPUR HAWTHORN IVORY SILK JAPANESE TREE LILAC Crataegus crus—ga11i 'Inerm' Syringa reticulata 'ivory Silk' BY DATE � IA �!J N.L.�15Gn & ASsociates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR. Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 g SCALE: 1--30 Z CAL 25-34' O.C. 48 BY CANADA RED CHOKECHERRY Prunus rginiona 'Canada Red' vi RPJ 3/18 DRAWING NUMBER: JACK PEAR Pyrus calleryana 'Joczem' DRAWN JAT Cl THIS SHEET NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MM SCALE 1"=1000' BEGIN ROAD B ALIGNMENT STA. 25+00 LANDSCAPE BUFFER W •Y w W W W W W w w W •Y •v w W W w W W �� � i 00 w •k. 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W •1. v L R4 OD 732 LF 6 WIDE� 68 67 CONCRETE 51DWALK �w WIDE CONCRETE SIDWALK65 64 W wY wW W W WW nzWiii{j WW vW W•Y` ww�W \Ww _ ' ' ■ w w w w w W W W W W W W �\ _+ w W W w ,�+ 1 W = v W W W W +Y l• v W �y W W W W W W W W d• w L W W W W W W ,l• W PROPOSED WERNER 1a r I I � W W W W •Y W W W W W ` � ` __ W W W W/ - W . � v W W W W W •v w W W W W W W W W W w w W W w 1 W W W W W W 1 W W v - - v W W w µ W W W W w W W W W W W W w i W W W W 1 1 \ �LS\} 1 I` O�V - -rte W W W v I W W w w W W W W W W W W W W W W W W ROAD ROW w .i• W W W W w W W ti• \ � [[[]]] � W W W W •Y W W w W W W W w W W W W W W W W W w W w 1}� W IIV� W i W M ' W wI w W w W W W W W W W W W W •Y v SLIDE y. .Y ////// .y W W y v •Y v •r w .y W W J. v w W W l• W W W 41W +4 11, r I r W W W GATE w1LANDSCAPED TO BE DONE BY LANDSCAPE —-- — C j w hARCHITECT AT TIME OF FINAL PLANS r� � w W d• W W W W W W W W W W W ~ ~ 1 w I W W W W W W W W W W ` Y ,�_ ` n ;W Y. .7i•� w/ W Iv (LANDSCAPING SOWN FOR DISPLAY ONLY) W 1�• .C• w W W w W W W W W W W W W W W W W W W W W W WW @I W W W W 1� W w W f W W W W W W W W W W W w W W W W w W �• W ' y 1 W 1 + Z W W W W W W W W W W •L• 3• - v W _ I w W W W W W W W W W W w W W W W W� W w W W W W W W w W W w W W W Y• W W w W W W W W W W w w W r •1• W ' J _ •1• W W W W W W W W W W W W � _-..I � W •Y,� W W W •L w W W y W W W W W W w W W W W w W W W W W W W W W� d•� II W � W W 1 1 I Y v i w W w W W W W W W W W W w w •Y W W W +Y W W W W W I W W W W W W W Y W W W W W W W W W +y W W W W W W W `IW W W W� ' r I 1 w W wLANDSCAPE BUFFER W W w W w w W W w WWW W w w w W w W W W w W W W W W W W W w W W W W88 I OO ,v W W v W W W W T W W W W W W W w •Y -, w W W W r W W W w W W W W W W W W W w W W W W W W W w W •1- W W �I1 W W � � w v W� W W W W W W W W W w W W w •Y W � 1 v W W W W W W W w W W w w W W w W w w W W W W W W W W W W y W W W fib, W W W W W W W W W W W W W W W W W w W w W W W W W W W w W w W W W W W W W W W W W W W W W W W W W 111 w 1 • � v I � w W w W w 1' W W W V� W w W yr W W w w Y", W W W W W w W W W W W W W W W W W W W W W W W W W � W� W� W 1 I I w I v W W W W W W ; 1 •d• W w w Y -L W W I W W W W W W W W W W w W . 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GALL 48vH•QUFSS 30 0 1f 30 30 BEFORE YOU DIG I MEN 101 SEE MEN 811 Seale in Feet Sale: V= 34' NAVD 88 - •• Hrlllll[iFMAMIi MMMIE1iii Illlllllli rr,�' Ii �� � �1111111111"i1iiA11 jl���l� � ■�����!l�lnnnlnrpnrrGrrrrrrwr "��N���R \� 1 �, 11111111111111 � �� F� 111111 � i 1111;11N! 1� ��� �� _� .���p��� ,. �0�, REG SgE �� ��' s'slONAL 'N 1�� _ , y 1 ±" NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MM SCALE 1"=1000' BEGIN ROAD B ALIGNMENT STA. 25+00 LANDSCAPE BUFFER W •Y w W W W W W w w W •Y •v w W W w W W �� � i 00 w •k. 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W •1. v L R4 OD 732 LF 6 WIDE� 68 67 CONCRETE 51DWALK �w WIDE CONCRETE SIDWALK65 64 W wY wW W W WW nzWiii{j WW vW W•Y` ww�W \Ww _ ' ' ■ w w w w w W W W W W W W �\ _+ w W W w ,�+ 1 W = v W W W W +Y l• v W �y W W W W W W W W d• w L W W W W W W ,l• W PROPOSED WERNER 1a r I I � W W W W •Y W W W W W ` � ` __ W W W W/ - W . � v W W W W W •v w W W W W W W W W W w w W W w 1 W W W W W W 1 W W v - - v W W w µ W W W W w W W W W W W W w i W W W W 1 1 \ �LS\} 1 I` O�V - -rte W W W v I W W w w W W W W W W W W W W W W W W ROAD ROW w .i• W W W W w W W ti• \ � [[[]]] � W W W W •Y W W w W W W W w W W W W W W W W W w W w 1}� W IIV� W i W M ' W wI w W w W W W W W W W W W W •Y v SLIDE y. .Y ////// .y W W y v •Y v •r w .y W W J. v w W W l• W W W 41W +4 11, r I r W W W GATE w1LANDSCAPED TO BE DONE BY LANDSCAPE —-- — C j w hARCHITECT AT TIME OF FINAL PLANS r� � w W d• W W W W W W W W W W W ~ ~ 1 w I W W W W W W W W W W ` Y ,�_ ` n ;W Y. .7i•� w/ W Iv (LANDSCAPING SOWN FOR DISPLAY ONLY) W 1�• .C• w W W w W W W W W W W W W W W W W W W W W W WW @I W W W W 1� W w W f W W W W W W W W W W W w W W W W w W �• W ' y 1 W 1 + Z W W W W W W W W W W •L• 3• - v W _ I w W W W W W W W W W W w W W W W W� W w W W W W W W w W W w W W W Y• W W w W W W W W W W w w W r •1• W ' J _ •1• W W W W W W W W W W W W � _-..I � W •Y,� W W W •L w W W y W W W W W W w W W W W w W W W W W W W W W� d•� II W � W W 1 1 I Y v i w W w W W W W W W W W W w w •Y W W W +Y W W W W W I W W W W W W W Y W W W W W W W W W +y W W W W W W W `IW W W W� ' r I 1 w W wLANDSCAPE BUFFER W W w W w w W W w WWW W w w w W w W W W w W W W W W W W W w W W W W88 I OO ,v W W v W W W W T W W W W W W W w •Y -, w W W W r W W W w W W W W W W W W W w W W W W W W W w W •1- W W �I1 W W � � w v W� W W W W W W W W W w W W w •Y W � 1 v W W W W W W W w W W w w W W w W w w W W W W W W W W W W y W W W fib, W W W W W W W W W W W W W W W W W w W w W W W W W W W w W w W W W W W W W W W W W W W W W W W W W 111 w 1 • � v I � w W w W w 1' W W W V� W w W yr W W w w Y", W W W W W w W W W W W W W W W W W W W W W W W W W � W� W� W 1 I I w I v W W W W W W ; 1 •d• W w w Y -L W W I W W W W W W W W W W w W . 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CALL 48 HOURS BEFORE YOU DIG ��—�-A R� N � o 8 y252 251 250 � 249 248 247 246 245�244 � 2 3 q243 242 241 r 254 1 cli 40' 40 O r 255 40' 40 40 40' 40' 40 40 ! 1 40 40' 40' 40, 40' 256 157 ; y W W 260 G5825W W V W W 0, W W W W W W W 4 10 j W. 40' 41' 40 — rW v WvWWWWWSWWWWW t TRAIL _V W__ W W W k y W W W (1,5+ MILE LOOP) W W W W y W W W W W W W W W W L W y W W W W W W W W W 41 W W y W y 77- -77 r W w W W W W W W W y W W w W W W •�• W W W W W W W yJ•. .., •�'. �� j W W W W W W W W W W W W W W W W W W W W W W W W •b W W W W L W W W W `b iI Wim'. •: \y, W 30 30 60 W W W W W W W W W W W W W W W W W W W W W W W W W W .l• W W W W W W W •Y '� jf W W y W W W W 41 W W W W W W W W W W w •4 W W W W W W W W W W W W W w -� 'J�.' - .i Scale in Feet I NO. I DATE I BY I DESCRIPTION REVISIONS BY DATE` SCALE: 1"=30' ATT SITE PLAN 8, LOWER ROAD B NORTH FOR: DATE: March 20, 2018 DESIGNED RPJ 318 `�, N,L.OlSOIl &Associates, 1�1C. Harbor Custom Homes, LLC DRAWN JAT 3/18 WERNER ROAD Ath1: Sterling Griffin DRAWING NUMBER: Engineering, Planning and Surveying 3 V RESIDENTIAL DEVELOPMENT 11515 Burnham Drive NW 10233 CHECKED NLOII 318 RE�rsT� � � APPROVED (360} 876-2284 3'&IONAL ���� � Gig Harbor, WA 9$332 Portion of the Southeast Quarter of g ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. SHEET 03.08 I 10 PATH 1.87L 2",r MPACTED DEPTH, HMA Y2" (PG 58-22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 10' ASPHALT PATH 2" COMPACTED DEPTH,–/ HMA Y" (PG 58-22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE LAN THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 NO. I DATE I BY I DESCRIPTION TILTED EDGE REVISIONS 30' Ij z 0 12.5 LANE ,r 2%- 2" COMPACTED DEPTH, HMA Y" (PG 58-22) 60' ROW ROWS 12.5 LANE 1'5' TETED 10' ASPHALT PATH EDGE a2% "---2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE R� ROAD SECTON (ENTRANCE} SCALE 1"=5' 1.5' TILTED EDGE 11 LANE ?7. L,, 2" COMPACTED DEPTH, HMA N' (PG 58-22) 60' ROW Row � 301 1.5' TILTED EDGE 11 LANE 8' PARKING .5 27. 2u COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rk3-- ROAD SECTON (PARKING RIGHT} SCALE 1"=5' 9' LANDSCAPE R� 2" COMPACTED DEPTH,–J HMA Y" (PG 58--22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 30' 1.5' TILTED 10' ASPHALT PATH 1.8%k, 2" COMPACTED DEPTH, HMA Y2" (PG 58--22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 60' RDW ROW 30' 1.5' TILTED EDGE- 11 DGE-11 LANE 11 LANE 8' Ld PARKING z .5 0 271 Z: Z z: 1: 1 !:;!Z::Z:: 7 7 2" COMPACTED DEPTH, 2" COMPACTED DEPTH, HMA Y2" (PG 58-22) CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rg_2_s _ ROAD SECTON (PARKING RIGHT} SCALE 1 "=5' 30' 60' ROW Row 1.5' TILTED EDGE 1.5' TILTED EDGE E —11 LANE 11 LANE 5 z 2% 29 a 2" COMPACTED DEPTH, 2" COMPACTED DEPTH, HMA Y" (PG 58-22) CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rg_4- ROAD SECTON (NO PARKING} SCALE 1"=5' AN2% U LrUIVIrMUILu ULr IF] URMVCL DA311 GRAVEL BASE R5 . ROAD SECTON (GATED ENTRANCE} — – SCALE I"=5' ROAD SECTIONS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range l East, W.M., in Kitsap County, Washington. 1: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 5 0 5 10 Scale in Feet SCALE: 1"=5' DATE: AP616, 2018 DRAWING NUMBER: 10233 SHEET 03.14 BY DATE i N.L.OISon & Associates Inc. I Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 DESIGNED RPJ 318 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED U LrUIVIrMUILu ULr IF] URMVCL DA311 GRAVEL BASE R5 . ROAD SECTON (GATED ENTRANCE} — – SCALE I"=5' ROAD SECTIONS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range l East, W.M., in Kitsap County, Washington. 1: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 5 0 5 10 Scale in Feet SCALE: 1"=5' DATE: AP616, 2018 DRAWING NUMBER: 10233 SHEET 03.14 N U N O r-1 d E m N O Q. 0 Q v n cca W 7 W W Ln 5, OVI STA: 0+35.00 PVI ELEV: 490.67 / K• 312• 51 CD CN C) r14 LVC: 25..0. �. 4 DATUM Scale: V= 60' NAVD 88 L Lq rn N M d- + It + C) a W W L) 7 f!1 � . . . . . . Ct7 m W W . . . . . . . . . . . . PVI STA: 1.2+96.42 A 05 PVI ELEV-. • 482.26 PROPOSED GRADE K: 13.035 L 0: 30. O .'� . co � � +N N7 } d ee�� W (J7 i • CI7 7 - - - - - - - - - - - - - U m U . . . - . -� :. � . - m . w PVI STA: 15+28.55 - BEGIN ROAD A PVI ELEV. 462.88 ROAD A STA. 0+90.00 K: 5.51 ROAD B STA. 70+32.71 VC: 35.0 . EL=489.9$ . . . . . . . . . . . . . . . . rn �- U') to Qn Q UC + + vi w M j - m w m a Qf INTERSECTION • . _ - .. . , - - - . - - ROAD A STA. 15+81.55 . ROAD B STA. 86+74.86 EL=461.82 (DO n N nT� _n r.0 N n as to 00 N �t n L0r s a 00 n r+7 co M p � 03 to 1 i 7 �C r N r C7 O 00 61 N'] OD PI) Lal CN '7 N C� -7 T� .-- - q cG_ CD [D N ai rr7 n T� a7 f� O T-- 00 ai Q � ai 00 o CV M cfl 00 C) ai � � 00 r•] K) � L0 Op Q r'7 d N , 7 N r"-) N Cs 00 o 00 a 00 05 00 0+0 � � to 4- � � L0 DC7 tf S DC7 LO `n kr] Lc7 i[)�7 u ] In u7 �t Lr) d' LO � -Zf' 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 ROAD A (STA. 0+00 TO STA. 17+pp} SCALE HORIZ: 1"=60' VER T.=1 "=12' 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 (DO n N nT� _n r.0 N n as to 00 N �t n L0r s a 00 n r+7 co M p � 03 to 1 i 7 �C r N r C7 O 00 61 N'] OD PI) Lal CN '7 N C� -7 T� .-- - q cG_ CD [D N ai rr7 n T� a7 f� O T-- 00 ai Q � ai 00 o CV M cfl 00 C) ai � � 00 r•] K) � L0 Op Q r'7 d N , 7 N r"-) N Cs 00 o 00 a 00 05 00 0+0 � � to 4- � � L0 DC7 tf S DC7 LO `n kr] Lc7 i[)�7 u ] In u7 �t Lr) d' LO � -Zf' 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 ROAD A (STA. 0+00 TO STA. 17+pp} SCALE HORIZ: 1"=60' VER T.=1 "=12' 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 25+00 NO. I DATE I BY I DESCRIPTION 26+00 27+00 NOTE 28+00 THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 42+50 BY DATE Ak DESIGNED RPJ 3/18 N.L.01son & AssociatesInc. DRAWN JAT 3/18 ` , , CHECKED NLOII 318 Engineering, Planning and Surveying APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 ROAD B (STA. 25+00 TO STA. 42+50 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD A PROFILES 1(STA. 25+00 TO STA. 42+50) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. QiA Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 Scale: V= Go' NAVD 88 100 0 too 200 Scale in Feet SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET 03.21 42+50 43+00 NO. I DATE I BY I DESCRIPTION 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 ROAD B (STA. 42+50 TO STA. 57+0 SCALE HORIZ: 1"=60' VERT.=1"=12' 510-4- . . . . . . .. . . . . .. . . . 4 52+00 53+00 54+00 55+00 56+00 C) C1 r -i 00 57+00 PVI STA: 69+87.46 PVI 'ELEV: 4:90.73 . . . .. . . . . .. . . . . ... . . . . .. . . K: 33.16 LVC: 200, 00 . . .. . . . . .. . . . . . . .. . . . . . . . . . . . .. . . . . . .. . . .. . . . . . . ... . . . . .. . . . . .. .. . . . . . . . . . a CD o C) -d- CM M LO Ln W) V) r__ t- r- CD C> (7) CD CD C) C C7 [, � C! O 0! 07 c7 O] tq Iq _77 n n C� " � URr- Cd CQ177 O rJ C� O C� r_0 to CD CD r__ r- C14 C14 co to -Zt- 14- r— cc E0 Cq C14 OD 00 r) KI M 00 �t Ln Lr) 00 DD CIO 00 00 00 15 co 00 r_0 Co qq- 'Cr �4_ L Ln Ln U_') L0 cc 00 aD OD a) oD cc cc co 00 U-1 0C 't- 57+00 58+00 59+00 60+00 REVISIONS DESIGNED DRAWN CHECKED APPROVED ACCEPTED 14116111 62+00 63+00 BY DATE RAJ 4/18 JAT 4/18 N.L.01son & Associates, Inc. NLOII 4/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 64+00 q� 65+00 66+00 67+00 68+00 69+00 70+00 ROAD B (STA. 57+00 TO STA. 74+0 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD B PROFILES 2 (STA. 42+50 TO STA. 74+00) FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 71+00 72+00 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 73+00 74+00 SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET C3.22 CO co niun rj. aim- Yu-roj.,f/_ to - - - - - - - - - - r. HIGH PT. ELEV:, 490.14 - - - - - - - - - . . . . . . . . . . 00 + 00, --d- 00 + M 00 CO W CD r-- LLI M <V) LU . ... . . . . . . . . . .. . . . . .. . . . . . . . . . .. . . . ... . . . . .. . . . . . . . . . . .. . . . . .. . M C) 5? A, LU -0,66% .. . . . . . . . . . . .. . .00 PVI STA: 61+20.37 PVI. ELEV: 444.20 BEGIN ROAD A 19.52 ROAD. A. STA, 0+00.,40 .. LVC: 3bo'.o6 . . . . . . . . . .. . . . . . . . . . . . . . . . ROAD B. STA. 70+32,71 r- C> LDW PT. STA: 61+65.60 r- Ln EL=489.-98 C) M LOW PT ELEV: 449'.44 C) M C14 ...J. . . . . . . U. . . . . . . . . . . . . . M M LLJ . . .. . . . . .. . . . . . . .. . . . . . . . . . . . .. . . . . . .. . . .. . . . . . . ... . . . . .. . . . . .. .. . . . . . . . . . a CD o C) -d- CM M LO Ln W) V) r__ t- r- CD C> (7) CD CD C) C C7 [, � C! O 0! 07 c7 O] tq Iq _77 n n C� " � URr- Cd CQ177 O rJ C� O C� r_0 to CD CD r__ r- C14 C14 co to -Zt- 14- r— cc E0 Cq C14 OD 00 r) KI M 00 �t Ln Lr) 00 DD CIO 00 00 00 15 co 00 r_0 Co qq- 'Cr �4_ L Ln Ln U_') L0 cc 00 aD OD a) oD cc cc co 00 U-1 0C 't- 57+00 58+00 59+00 60+00 REVISIONS DESIGNED DRAWN CHECKED APPROVED ACCEPTED 14116111 62+00 63+00 BY DATE RAJ 4/18 JAT 4/18 N.L.01son & Associates, Inc. NLOII 4/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 64+00 q� 65+00 66+00 67+00 68+00 69+00 70+00 ROAD B (STA. 57+00 TO STA. 74+0 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD B PROFILES 2 (STA. 42+50 TO STA. 74+00) FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 71+00 72+00 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 73+00 74+00 SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET C3.22 51 REVISIONS . . . . . . . . . DATE A T L!� N.L.Olson & Ass�claes, Inc. Engineering, Planning and Surveying (364} 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 PVI, STA:' 79+04.57 . n n ROAD B PIROFILES 3 (STA. 74+04 TO STA. 90+p0) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of SOetlon 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. - . . . . . . . . N0. DATE 8Y DESCRIPTION DESIGNED . . . . 4/18 DRAWING NUMBER: . . . . . . . . . . . JAT 418 1033 CHECKED PVI ELEV: 484.63 4'18 1 APPROVED ACCEPTED SHEET 03.23 K: •22.46 PVI STA: 81 +44.65 L C: 30. 0 PVI ELEV: 479.83 K: 8.-16 PVI STA: 89+03.69 50 . . ; .^: ; . . . . . . . . LVC: -50,00 " _ . . . . . PVI • ELEV: 477.00 00. 7 00 K:•3.72 0� �� L0 pr) � o LV 2040 nom. nU a'00 + -d- UD r- + - rncorno co N to [V 49 . . . ,. . . . - . . . . . . . . . . .LLJ . ,. . °°L;j a0,�j• . . . ,. . . . . . . . -0.663 M cr; PVI. STA: $7+24.86 U � °0 ``' - - PVI ELEV: 463,82 0 ,;,;M �; W O � c� -2.00% m ``' K: 8.90 m' ; w o �� �-� �� PVI STA: 84+68.06 L C: 30. C . m w ¢ a 48 . . -_ _�.:. . . . . . . . . .-- : --�o• 'PVI ELEV: • 453:5a 'CO o C-4 . K: i 7.32 � M � LVC: 210.04 M ro Q UD � to. �8 CD 00 LOW PT. STA: 85+03.80 LOW PT ELEV: 456:36 � n n n ca �+ co U; 47 : r�ri c�'.i - rte.��¢ m w . . � co n ,r Ln `r ¢ m w °O co LI] ¢ INTE7erdN m j w 4.OQ% �_ ROAD B STA. 9+80.02 46 - - • - . . . .. . . . .. . . . . . . . .. . . . .. - - - - --- • • - --- - - - - - . . .. . . . .. . . . . . . . . . . . . . . : r:a �� ``' . . . . ROAD 8 END STA. 89+53.69 INTERSECTION ��� EL=478.44 -�1 ROAD A STA. 15+81.55 ROAD B STA. 86+74.86 EL=461.82 450:-- C) a CD d co OO CD 00 to o Ln Ca CD Q p 4 -W 00 OO � u7 to In M C� a) p O3 N C9 rr7 Ll7 PO Uf r7 Qb r7 Co co ai 00 0] 00 00 00 OR 00 C) 00 0] N N d o0 00 4n Ln 00 0o 00 00 T10 00 N] 00 p 00 C7 00 rr] co N7 00 `:� oo -4- 00 N 00 N 00 CD 00 Q 00 n n f-- n F-- ---d- n co cn co co I- u� n to ri Lr)V) N] co 00 C7 r'7 rte] QO f� OQ n 17 17 �t Lo cn cQ W �n rn co co 74+00 75+00 76+44 77+00 78+00 79+00 80+00 81+40 82+04 83+00 84+00 85+40 86+40 87+00 88+00 89+00 90+00 ROAD B (STA. 74+00 TO STA. 90+40 SCALE HORIZ: 1"=60' VERT. =1 "=12' REVISIONS BY DATE A T L!� N.L.Olson & Ass�claes, Inc. Engineering, Planning and Surveying (364} 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 4' �� F "RS���c LcS� �� y ��� �� o �E37 ftEv �4� A�Ss�otva ����� �� �l� n n ROAD B PIROFILES 3 (STA. 74+04 TO STA. 90+p0) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of SOetlon 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Hames LLC Attn: SterlingGriffin a 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: 1"=60' DATE: April 6, 2018 N0. DATE 8Y DESCRIPTION DESIGNED RPJ 4/18 DRAWING NUMBER: DRAWN JAT 418 1033 CHECKED NLDII 4'18 1 APPROVED ACCEPTED SHEET 03.23 'Soo 46 o LO WEST POND _ _ - ATUM 11.01 530 53 _ - — - - — I i u= e N"D X52 -:� : , �ss 1 •:ei �•, ,'�'�,,� 55d'-`-��' s 5�0 TRACT 550 56 1 CT C 550 1 2! 3+ 4+ 1 1 �I a T h`'I V T I T + r _ 1 I 1 5 6 7 8 9 1 ] 1 I 12+I E3 I 14II !I Ir 1I I 1 1I I1 1 1 1 1 118 19 20 21 23 24 26 27 28 f 30f 31 32 f 33! 34 351 3b !I �' +1 38 I 39 43 1 44h"1 ' 451! 46 7 1 iry f5QI I I I I ' *� S lI 52 53 I q� 1 55 I 5 57 1 1 I 1. - - 63 —4 1 1 1 + l 1 1 1 1f f ! 1 I 1 5g 11 60 I 62 1 500 0 p o Q /~ a a � R AD B - o PARK ! 6 I AL3 1 322 I�n,il I 1 119 I 1 117 �25 I 1 I 10' PATH P} ' I I I I I f I I I I r --- 120 goo 116 l 114 1 1 1 I 1 '� 1 1 I 1 I I ! I cr�4 93 42 cr 91 9 9 88 87 86 85 83 $2 rs N 1 1 ' ' I1 f I I f�L ]13 112 1l] 110 109 --- l0 t�0 04 1Q3 1[ 101 100 99 98 97-- 6 95 S f 1 1 I r 1 cn j `r I 1 81 8Q `z 78 �7 r 7b 1 7S I Y I I ;. 4g r, w ! 1 ! .1 73 72 f fl I � o S +n h +rs I —� cn f I ! ! j f �n . 71 to 59 �' C,! � l � � I 1 ' 68 b � � I �$ 1 510 515 520 S2 530 535- 540 ; 5 128 4'10 f 1 3. i59 fa 160 I x,161 I 1tD I 163 ! 1 I 164 I l I lb6 I 1b8 I l5 I 17Q 17 I 172 I 273^# 174 I 175 176 177 I 178 1 179 l 180 I 181 I 117- i$2 Gi f 183 g4 185 186 ! +nr ! ! I V •� 129 4 TRACT A _ 8 U, i ! a f 11 ss I 189 I nso PARK�� AREA OF NATIVE VEGETATION F. , - - - - - - - - - - - - - - - L 125 156 ` �z _ - - - - = - aAn A - - - - - TRACT J 01! 525 77 _ 126 Ap � 5 .55 _ - NOR4POND , 132 475 ��._ sos w "::r'-. 216 'r' 215 2?v 213 212 211 210 209 208 207 Luer 205 2Y 203 0J2 20l 1 1 a _.. 127 / , 45 480 485 490 ��50 I 1 1 1 I 1 1 1 1 '�' I I '�' ! I I I 2� f l99 1 198 I 197 �1 I96 1 15� I 194 3 '4 192 31 1 5 515 J 51� ! III 450 1 1 33 1 1 I 134 1 1 1 1 ! I I I r I I 1 1 1 135 136 l 7 138 9 4 1 142 t43 44 145 i4 l4T 148 149 150 1 1 I r' 153 510 20 5i 5 450- Q0 I I I r r 1 15 1 1�, ! + ! 1 ! 1 1 + I 152 I ! X54 + ! Sao pg 1 490 ! ! WET B Trd '� '�S P � I 49 7 ' ' I 1 221 I 2� I 223 I 224 i 22S 22b + 2 228 ! 229 I 230 I 23 i I ' 22 1 233 234 f �n 1 23 I 23 ��'�� 1 I 22Q I 1 L L Q ! ar tet. f 298 I 297 1 z9� + 295 r 294 I .1 1 •�9 G c75 z ! 1 2 + 290 f 289 f 1 1 1 1 283 287 2 280 f 278 1 2 + I 1 1 PARK�� ys288 ! 287 I 285 8 27b I 275 73 1 272 2749 � � T � �:� .r� p s 1 �-• � � 274 ? -�- [� 45() t5 'r' � �c3 1 I 1 1 270 ` ae f � f - y 4 �� 45Q ` `� — l �� I I 1 251 250 1 249 I 48 42 7 1 246 I ! 244 ! 3� I 21}2 24l ! 1 ! SEWER LIFT 'T- - s � - - `n _ I �tp I I I �p 1 1 ! 12 1 239 1238 I STATION255 S i.;rJ y i 1 256 1 475 46( TRACT :.�. 12 I 0 - 437N,S� 266 ! ! I 1 1 I 1 257 47 465 45 2fi5 264 2.61 26(1 259 258 ! "�4 45 4255 s f 1 ! 1 1 1 1 1 1 X65 445 SOUTH PO ~A�t �s �' 450 --- —L - 440 � 437— 445 445 1 _ 45-44 v: _ 5 —� 440 I a2S 425 �� —�435 I 40042ll 430 -._ - TRACT H ¢ s 415 4� Y --J - a 400 - - 404-- AREA OF NATIVE VEGETATION 400- 40 _ ❑ 400�� 1-375 - AREA OF NATIVE VEGETATION � a - - _ --y I � NOTE -- THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES - ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. ll AI I Ids HOU Rs BEFORE YOU DIG 8� 1 � E REVISIONS BY DATE -W Sf1`� ���� FOR: OVERALL STORM & GRADING PLAN NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1►1 L Olson &Associates, Inc. `z, N r -- y� DRAWN JAT 3/18 Engineering, Planning and Surveying , � WERNER ROAD RESIDENTIAL DEVELOPMENT CHECKED NLOII 318 (360) 876-2284 APPROVED �ONAL Portion of the Southeast Quarter of ACCEPTED 2453 Bethel Avenue, P.O. Box 637. Port Orchard, WA 98366 ��,1 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 1TRACT K (ETJT1]ItE INSLISTRIAL) Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 - - -. 200 Scale in Feet SCALE: 1 "-t00, DATE: Aril b, 201$ DRAWING NUMBER: 10233 SHEET 04.00 M ~ M M Q _ Q SS � ISS SS REVISIONS NO. I DATE I BY I DESCRIPTION NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 C 04.09 THIS SHEET VVV A4 A n QUAL. i =IUUU le: 1 Do= 30' Scale in Feet BY DATE 1 i i �;, N.L.Glson & Associates, Inc, Engineering, Planning and Surveying (360) $76-22$4 2453 Bethel Avenue, P.O. Box 537, Port Orchard, WA 983sfi ' "� Or R S'y <k' �° 1. . °� �� " �.� �. o R 9F ❑ w fi�,ssf sT�R nrnU � �!� I STORM & GRADING 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in K.itsap County, Washington. FOR: Harbor Custom Homes, LLC Atte: Sterling griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: 1"=30' DATE: March 2d, 20 5 DESIGNED RPJ 3/18 DRAWING NUMBER:- - 10233 DRAwN JAT 3/1$ CHECKED NLOlI 3/1$ APPROVED ACCEPTED ISHEET C4.01 71 O LO MC] --M - Mffi��--- - + 1 ,,.1 T1lIlC1 11 01 55 � 5g -- - I ;a FUTURE INDUST L 1 ? `� 1 f i I SS �� gs � I17 55 55 s5 � S5 s 1 +�� . ' 4 TYPE 1 CB 5 _ NORTH STO POND /-j 1 - TYPE 1 CB r +� I � � I TYPE 2 CB � R4 •` � ; M l ,l f � C3.10 3 � ~' ,I B ; 192+ V 1 r 1 1 1 190 8 O 1 l 4 y t + i N l l z i t + I 1 0 o� 1 r� t 1 1 4 i f TYPE r1 CB l TRACT E TYPE 1 CB � '� ' � TYPE 2 c8 + , OVERFLOW4,5 445 1 t 4 !i 2361237 .'s� p TYPE 2 CB. ,r . y TYPE 2 CB g I i LLQ] •. LO �S TYPE 2 CB �. Ss s --.s� — 5� -- 420 -S5 S55--�-gj. Ss iiia r f TYPE 2 C8 --- --� �. TYPE 2 C8ss� Ss CONTROL STRUCTURE l - - " TYPE 1 CB TYPE 2 CB - - -- - - SS M -- �� TYPE 1 CB n�-�^�� �� �� �� _ �� - - - -~-� �' i �r~� �■ SS s. TYPE 2 CB w C5- _ �-� -M= - . M - --M hl . M . .� — `�y - on on m m �a4� an r°� �cn: �on °`nn _ �eA'� an — w s — _ S W 4y_ T4 TAKE ROOF RUNOFF FROM LOTS 220-237 `M - ��- °°� - - - - s ----- TO NORTH EAST STORM POND, EXACT NUMBER O -M - -hA - -M - -IV - -M - �M -M : -M :~ M �M� - -� �"� �M�� '- =�� �; �, �;-° - — ��= �- -�� M� �� =s, W -Q TYPE 1 CB --M - -nn -M - -M - -MM - �-�- „�,�,,, � - �-- TYPE 1 CB -y LOTS TO BE DETERMINED AT FINAL DESIGN � M � �� � �M � _M 1 M i 55 SS 5S 55 ss Ss TYPE 1 CB F T I I r j l STORM CONVEYANCE TO I 1 I EXTEND TO EXISTING DRAINAGE i g i COURSE N600 LE DOWN � WERNER RD (TO THE EAST) i f� 241 24 239 238 i I I sa + f r 460 455' TYPE 1 CB ❑n T'uM g � 1 450 04.09 l + Scale: 1 "= 30' X445 / ` NAVD $$ x' 1 f C4.05 T7M 04.04 04.03 04.01 4�s TYPE 2 CS CONTROL STRUCTURE NOTE C 06 C4.� rC4.0s Ca.os r NOR THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES 1 I ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 445 TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THIS SHEET j 445 . , f DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE 1 -- ; TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. Iy MAP 1 --�- ��� --- CALL 48 HOURS p_ I BEFORE YOU DIG SCALE 11000ff _ 811 I f 30 0 30 30 Scale in Feet REVISIONS BY DATE � �� °? ar nc�T SCALE: 1"=300 � �° �� :1 � � STORM & GRADING � NORTH POND &PARK FOR: NO, DATE BY DESCRIPTION DESIGNED RPJ 318 1�1 L Olson � Associates Inc. , Harbor Custom Homes, LLQ DATE: March 20, 2018 DRAWN JAT 3 18 Li� lv ' WERNER ROAD Attn: Sterling Griffn DRAWING NUMBER: � Engineering, Planning and Surveying RESIDENTIAL DEVELOPMENT CHECKED NLOII 3118 has RE 79R�9 �wk� 11515 Burnham Drive NW (360) 876-2284 �S.s, N,a� r,� ` �; Gig Harbor WA 9$332 10233 APPROVED Portion of the Southeast Quarter of g 2453 Bethel Avenue, P.O. Bax 637, Part Orchard, WA 98366 ;� f�3 ACCEPTED Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. SHEET c4.02 � � 1 � � r �7Ti I , ENEEN7 m I I 1 2 43 44 45 + �ry 1 ' ' 1 1 �' 1 1 I 46 47 48 4 I 1 1 1 ! ! + 50 51 52 53 4 , r i I 1 i r , + + I 55 56 57 5$ I I + I 9 60 I I + r - --- -- M M M M M h1 M M M M M M M ------- ---- _-- - -- -- "t O M M M —M M C) ROAD o ti, v 4 ----- - -- --- —� —— — I— 0 a - SS ...Q :. 5 5S SS SS � ss ss ss sS I S Ss J5 SS — 5� �— �� p M ~ y M M- r] �z'S SS ss � 5S �---- — Q p M M M - - - - SS �110 5 SS Ss SS SS —ss�ss S � Q TYPE i CB - _ — -� SS ss - ss ss S~ �s o TYPE 1 CB ss s STORM SYSTEM TO NORTH STORM POND TYPE i CB I r I r KEY MAP SCALE 1"=1000' DATE]M Scale: 1"= 30' KI A►ll'7 120 NOTE iO 87 86 85 4 �� U, I + THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES 0 0 o O I t' 81 + !' I I 1 + I I ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY UV 78 Y_�J�/ p I ! f TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO I I 1 I � I 1 't 1) 76 75 �J�, I ! f r COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR I r I 1 I 1 73 �] i ! DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE 12 on . 71 TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. 69 68 CALL 48 HOURS + r + r BEFORE YOU DIG 811 I 1 I I + 1667 168 169 170 171 172 173 X74 1 I 1 1 ry I 1+ r 175 176 177 + ' 17$ 179 1 ' + I 183 � 182 184 185 186 ! I I r I I I ! r ! ' R3 ! ! 03.10 ------- -- --- M---- -- --- --- --�� 4 N M M M M M M M M ------=---------- -- _ _ -� C 0 �,,�, py M M- z, M M M . hM1 - - -- �M �`� M ' - - -- 0 by _ r- +- - - _ SS S SS SS SS S s5 Ss SS 5S — "�� — � M ~` M-� M ^ - SS �'5 SS 55 S5 55 .--�� 55 M. M ` - - -- - - - - - - - Ss ^ ss—ss � S � — — O M �� M SS SS 55 SS A TYPE 1 C13-1SS Ss � Ss SS to -I-- _ I 55 ss ss TYPE 1 CB -- SS Ss C STORM SYSTEM TO NORTH STORM POND ~~ �- --LYF E 1 CB I I 1 I I ! i I ! LO I ! I I I I { 1 } 210 209208 207 ;'206 205 2 203 02 201 Zip 199 19$ 197I , I 196 , 195 10A REVISIONS BY DATE . N.L.Glson & Associates Inc. Engineering, Planning and Surveying (SBO) 876-2284 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWN JAT 1 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED STORM & GRADING 3, UPPER ROAD B NORTH & ROAD A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. W!1 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1 "=30' QATE: March 20, 241$ DRAWING NUMBER: 10233 SHEET 04.03 Emma r a� � 56LJ 550 I r r 1 I + 1 I I r f I � �■ I I I r /7\ I I 1 I I 1 �s sss I ! 1 I I f , r I I ,� + f I r I I I I f f 21 ; 22 1 23 ; 24 25 26 ; 27 ' 28 1 29 1 30 I , , 31 32 33 34 35 36 7 38 39 40 1 + 1 + I f ! 1 + I I , + cR2 l TYPE 1 CB - --- ----- - ---- - -- - -- - - ----------~-- w w w w w w w ` W - - - -W - - - W' Yr w - _ w _ _ _ . _ - _ _ w - - - - W - - - - - - - w M nn nn M M M M rn M M M nn nn W— w _ �o 0 0 i a 0 0 o a Q a I— `—� --- I— _ _ _ _ _ 55 SS Pia^ SS 55 55 SS 55 SS SS 55 55 ¢ 55 55�� S5 SS -S5 55 SS SSa�4-� 5 SS 55 SS SS SS SS SS SSS SS SS 55 --to SSS S5 55 �Un C SS - - - - - - =7 ` TYPE 1 C8 EETYPE 1 C8EEEETH TYPE 1 CB 1 '--STORM SYSTEM TO WEST STORM POND I I I + , r r r r r r I 5j0-__ 104 103 10 101 100 99 98 97� + � I I I r r I I r 1_ J r / �ti5 ♦ REVISIONS BY DATE NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 .A N.L.Oison & Associates Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLDII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 160 93 161 92 1 91 a a� M S t .57 l - - ❑ `-= a- SSS 55 SS SS SS 5S S5 ♦ S TYPE I CB, 5r TYPE 1 CB , 25 -7T W I r r r I f zx J_ TYPE 1 CB I I I I f 1 I IC I I I r r Ln 216 215 21 213 1 212 1 211 1 21C STORM SYSTEM TO SOUTH STORM POND THIS SHEET KEY MAP SCALE 1"=1000' 1u1t 11111iu0 Illll_ neer..... .;1.7 EI1� I DA'1'LJ M Scale: 1"= 30' NAVD RR NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 nflsSTORM &GRADING 4, UPPER READ B MID & READ A FOR: P �' - Harbor Custom Homes, LLC WERNER ROAD Attn: Sterling Griffin 4 RESIDENTIAL DEVELOPMENT 11515 Burnham Drive NW Portion of the Southeast Quarter of Gig Harbor, WA 98332 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 201'8 DRAWING NUMBER: 10233 SHEET 04.04 i s 131 F , � � --- 126 --- �-��� ---' ----�--_�-- - °� 132 - 127 s � n � 1 �, y .`�� 1 1 I I 1 I r ! + 45 , o 133 134 I 1 I r r I I ! + I I - ` 135 13b�. - 1 �.• TRACT F N I + 1 7 138 -,3 94� ;5 142 143 44 145 14b s TYPE 1 CB —450 �. \ 1 .-:7 doC3.1 0 �� on �L(I �[YI na--1� ' `°1 — °° — x ae —-r — ,., -- .—— ——`. _ _ `_ +x� ^rt ern 'erg . en . en en -' -- • _ W— — — — .— — — ` ` — _ —.y� _ ��. — _ _ _ _— ` ? R .� yp 7— _ —fin—an -- SS�--SS sr S SS a ~ W W -'--------�-- --------------- - --•�'.�w�-. _ +�- - 55 C W---■—..�yrr s...... I 5$��5SF7 } 55 S� SS - SS _ SS ~ SS SS SS .~` ~� `I W 0 OG ---• h - _ / • % `— �ss� �SSFtii TYPE 1 CB _ SS -�_ SS ss ►� --�— — -- �+ w _ - - - t r - _ � TYPE 2 CB SS SS ' SSF SSFM SS SS ROAD O A1D B _ t SSFM SSF - 55 Ss SS SS SS SS SS SS S5 55 SS SS - ~ SS, SS ' G00101l II ' SSFMSSFMSSFM�5fl SSFM —--- --- - -- ---- ----- F� ssFr+ - ssr M ssFn SSrTYPE 1 CB 55FM SSFM ssvSSF�"tisSF" ssFn ss�� ssF ssrRTYE 3 5S� ssF� TYPE i �� + SEWER LIFT � 2 - I I —F� F STORM SYSTEM TO SOUTH STORM POND / 1 o % j STATION ! + .� ! � 1 r 1 298 r� 0 + I 297 296 1 r ! 295 294 1 I ! ! �--_�� r 1_w--- x_`292 91 294 289 1 - ! ��, , I 288 287 8b 285 . 284 283 282 2 1 284 1-� ! 1 I I 1 Ir TRAIL 0 -� �__�__ 4s5 (1 5+ MILE LOOP) -Q 455 TYPE 2 CB TRACT F > GRAVEL POND 445 -� ACCESS ROAD -77 1 l 445 �. 437 DATiJM 425 .. TYPE 2 CB CONTROL STRUCTURE SOUTH STORM POND 1 Scale: 1"= - 34 �--�� � � NAVD $$ \ TYPE 2 CB TYPE 2 CB `� # OVERFLOW -7�a THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL. BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES, CALL 48 HOURS BEFORE YOU DIG 811 NOTE REVISIONS NO. f DATE I BY I DESCRIPTION KEY MAP at,nL-L- i - i uvu BY DATE T DESIGNED RPJ 3/18 L � i N.L.Olson & Associates, Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 STORM & GRADING b, LOWER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. POND OUTLET TO FLOW DISPERSION PIPES ` (TO BE DESIGNED AT FINAL) ` 30 0 30 30 Scale in Feet FOR. SCALE: 1"=30' Harbor Custom Homes, LLC DATE: March 20, 2018 Attn: Sterling Griffin DRAWING NUMBER: 11515 Burnham Drive NW 1233 Gig Harbor, WA 98332 SHEET 04.06 4 ds n —"— •— do� -SSr t 4 SSFM 55F-5 7F M ssFM- TYPE 1 CB SSFM 55FM SSFM -55FM 55FM I f I I f I I I r I ! I I I 28U — 79-_ _ 278 27 27677 275 I I i I �a I —rte r s 1 I TYPE 2 CB -CONTROL STRUCTURE "I� STYPE 2 CB TYPE 1 CB. EMIT 55 17717 TYPE 1 C8 c2�� C4.os. CCU "r-401 C4.03 Ca.n� _ c4.o� C4.08 C4.02 _ LO �— ' 041TYPE 1 CB THIS SHEET 14 I 216 215 21 213 212 211 210 KEY MAP / STORM SYSTEM TO SOUTH STORM POND I r 1 r I I I I SCALE 1"=1000' � � z TAPE 1 CB� j T+ .vim - j so . � ac-- l� I ' II + ' r TRAIL _. to r 1 217 f � r r! TYPE �1 CB -- — I _ I TRAUT B 21 --,► w ■�—,� r4� ter_— �r ��r ,. Y �` r �* �r — �X f I)A Y 11M TYPE 1 CB r. • �` Y Q) - � � _ � � L � � � � Scale; � 30 � � I V' i I NAVD 88 ¢y TYPE 1 CB - ��ro�F�'� �---....._...�.. ,.._�, I STORM SYSTEM TO SOUTH STORM POND NOTE I r r TYPE 1 CB , :� \ _� THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES � —� PARK ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 274 ��� -� a_�-- f �� TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO 272 _ COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR 271�g° I ' + =�+ DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE _ — — — — v TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. f �1 M — —M —M — —M —M — —M — ---M — M M —M — —M GALL 48 HOURS 270 � .� °'� ;�` �=:����� W� �=-_� � ��-- �-�� �-` .� � �-_ -�- __ � �. - o — �..� BEFORE YOU DIG PO 811r I I i i TYPE 1 C8n TYPE 1 CB n n ROAD TYPE 1 C8=- �..I I r STORM SYSTEM TO NORTH STORM POND I r r 267 I 266 265 264 62 261 260 i I I � r I � REVISIONS BY DATE NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 i NN,L.GIson & Associates Inc. L � � DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 APPROVED j 1 1 (360) 875-2284 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port orchard, WA 98366 j� -- _J— --�I A�'- J_ AIC. STORM & GRADING 7, LOWER ROAD B MID WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 7 FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.07 TYPE 1 CBJ ! I I r LO CIL vn + I 1 I :10 209 208 r r r ! �-TYPE 1 C8 ! I r f + f + 205 20 203 02 20 I + + I I ! I , r + + + + I 5r� SS � SS � SC SS STORM SYSTEM TO NORTH STORM POND r I 1 200 I-- 198 197 ! I � I I i SS �� SS . SM7 55 SS SS 55 TYPE 1 CB - - - - - - - - r � f f + 196 ; 195 ' 9 1 4 r - 1 _ I r I 1 50 I I I I f 1 1 490 ' I ! 1 f 1 222 223 224 225 226 22 + 1 ! 221 1 , I I 228 229 230 231 2 233 220 + r r + + + I I I C3.10 I I I — J /L 0)., M;; S �� � Nr oo�jTYPE 1 CB _ "1t0*5 B -- — —--------- — — — ------TYPE i � - 55 55 55 55 55 14CB � ��� 55 5 - ry 55- - - -• � - - - - - - - - - -- - - - - - - -- - -5 _, S 55 SS SS �� 1 ., / / /� 00 J� �'� TYPE 1 CB + S5 •� 55 SS TYPE 1 CB I STORM SYSTEM TO NORTH STORM POND / ! an w- bn_ —an = — f f _ moi' _ = M�—M�-��= — = � � ter'=� ❑ � �� + + I _ I + i I ��i 252 251 250 -�� �_��_�_ —_ — -- 249 _ 248 247 246 244 3 �- r r• �f' TYPE 1 CB + ! , 47r r I + r 255 I + + + 1 r + 475 234 2 236 DATUM Sale: 1"= 30' " -- NAVA 88 w _, iM— SS 55 NOTE TYPE 1 CB THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES II! T ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 1 , TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR + DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE L TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS + + 1 BEFORE YOU DIG all 242 241 24 r + ! a I + , + I i 1 256 - - ----- — 470 1 + 257 I I 465 260 259 25 8 TRACT F 1 NO. I DATE I BY I DESCRIPTION C C4,09 EP O 3791� O RkcISTE E° �QhAL G% 0 `-� SS SS #-� SS SS I� DATE `�� N.L.01sUn &Associates, Inc, Engineering, Planning and Surveying (360) 876-2284 2.453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN S, LOWER READ B NORTH RNER ROAD RESIDENTIAL DEVELOPMENT Portion Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 55 - - - - RPJ 3�i$ 04.05 04.04 04.03 04.01 DRAWN JAT 311$ 04.06 04,07 04.08: 04.02 i ! NLOII I ! THIS SHEET APPROVED KEY MAP ACCEPTED SCALE 1"=1000' 93 r ; 192 I � � I I 234 2 236 DATUM Sale: 1"= 30' " -- NAVA 88 w _, iM— SS 55 NOTE TYPE 1 CB THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES II! T ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 1 , TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR + DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE L TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS + + 1 BEFORE YOU DIG all 242 241 24 r + ! a I + , + I i 1 256 - - ----- — 470 1 + 257 I I 465 260 259 25 8 TRACT F 1 NO. I DATE I BY I DESCRIPTION 30 0 30 60 Scale in Feet SCALE: 11'=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.08 EP O 3791� O RkcISTE E° �QhAL G% REVISIONS BY DATE `�� N.L.01sUn &Associates, Inc, Engineering, Planning and Surveying (360) 876-2284 2.453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN S, LOWER READ B NORTH RNER ROAD RESIDENTIAL DEVELOPMENT Portion Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW g Harbor WA 98332 DESIGNED RPJ 3�i$ DRAWN JAT 311$ CHECKED NLOII 3/18 APPROVED ACCEPTED 30 0 30 60 Scale in Feet SCALE: 11'=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.08 NO. I DATE I BY I DESCRIPTION TYPE 2 CB FOR: THIS SHEET IIIAIIiiIXrlUrr]lllUlll1111rrllrrrrrr�irll11111 11111 ��[� rmmirr �Innilimn„ nrr imEARM • � . Illliillfiiii • � ��� � , 1 �.® roll VT�V Alf ❑ A �v�fe[�1i1r1 Scale: 1"= 30' MAIM 00 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIC 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 50 Scale in Feet SCALE: I"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET C4.09 LEo �4�� - w SF�'��r�`S'o � � �n RE3 g�� �`� Yo REVI5IONS BY DATE � ` ;, N.L.01sOn & Associates, Inc. Engineering, Planning and Surveying (360} 876-2284- 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 STORM & GhrinIN G 9, WEST POND WERNER ROAD RESIDENTIAL DEVELOPMENT portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. DESIGNED RPJ 3/18 DRAWN SAT 3/i 8 CHECKED NLOII 318 APPROVED ACCEPTED FOR: THIS SHEET IIIAIIiiIXrlUrr]lllUlll1111rrllrrrrrr�irll11111 11111 ��[� rmmirr �Innilimn„ nrr imEARM • � . Illliillfiiii • � ��� � , 1 �.® roll VT�V Alf ❑ A �v�fe[�1i1r1 Scale: 1"= 30' MAIM 00 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIC 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 50 Scale in Feet SCALE: I"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET C4.09 r I I �-► r r - I 1 + I � r 1 I 60 61 62 r ; I 63 I I � I I � I r 77— FIRE HYDRANT 89+53.69 -- -- -------- M---- - - --- MM -- -- -- -- - -- - -- -- - - - - -- ---- 4H M --- -- a M `� W M �� M M- M hM1 �. I 64 I 1 I I r 189 r I r � � I VI■1"11Y � b7 O M----------- ! 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THIS SHEET VFV MAP SMALL 1 =1UUU FOR: Scale: 'l"= 30' NAVD 88 Harbor Custom Hames, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 ■ i f Mo i 1 i 30 0 30 30 Scale in Feet SCALE: 1"=30' D A TE: March 20, 2018 DRAWING NUMBER: 10233 I SHEET 05.01 BY DATE 1 , N.L.OISon & Associates, Inc. engineering, Planning and SurveyingCHECKED (360) 876-2284 2453 Bethel Avenue, P.O. Bax 537, Part Orchard, WA 98366 DESIGNED RPJ 3/18 DRAWN JAT 318 NI -011 3/18 APPROVED ACCEPTED LES � e NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 UTILITY PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. THIS SHEET VFV MAP SMALL 1 =1UUU FOR: Scale: 'l"= 30' NAVD 88 Harbor Custom Hames, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 ■ i f Mo i 1 i 30 0 30 30 Scale in Feet SCALE: 1"=30' D A TE: March 20, 2018 DRAWING NUMBER: 10233 I SHEET 05.01 FIRE N HYDRANT M M — — — — — -- -— I ur M M _ o 55 _ �;-- SS s 5S -•� SS -�. Sg _ `�� w ✓ f7 f 4 �� S5 �� 55 SS -rte SS SS iS -� S f r f 1 192 1 191 1190 1 I f I I I r I I 1 TRACT E 1 I 1 I r 235 236 237 FIRE HYDRANT CONNECT TO EXISTING WATER MAIN SSMH O S5 S5 S5 SS S5 SS S 1 I I I I r 1 r I 1 1 � I I r 1 � 241 240 239 238 I I I I I I I I J REVISIONS NO. I DATE I BY I DESCRIPTION 1 1 1 1 1 1 L 1 � TRACT K I ' (FUTURE INDUS TRIAL) 15+81.5 NORTH STORM POND I � i l l SSMH r � l s SS .. 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KEY MAP CALL 48 HOURS SCALE 1"=1000' I _ BEFORE YOU DIG f 811 f 1 30 0 30 30 _ dJLML4== Scale in Feet UTILITY PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE. F'=30' DATE: Marcie 20, 2018 DRAWING NUMBER: 10233 SHEET 05.02 i BY DATEA1A,. 11 �:►, N.L.Oison & Associates, Inc. Engineering, Plonning and Surveying (360) 876-2284 2453 Bethel Avenue, P.D. Bax 637, Port Orchard, WA 98366 'Pa kE 37 `r DESIGNED RPJ 3118 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED UTILITY PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE. 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THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE. PRESERVE AND PROTECT UNDERGROUND UTILITIES. SS 55 55 55 SS 55 55 55 55 SS 55 S5 55 55 H- a� M M - `� ��� 5S � S5 ,� 55 ,-- � ------------ --- ----- - - - - _ 5~55�55�55�SS SS S5�55SS SS -��- M SS 55 n- SSMH - - _ - S� SS S5 55� 55,E 5S .7. - - 55 � 55 �_. g ^SSMH -- - - - -- - - -- - - -- - -- r ! r I + 1 + r 210 209 208 207 206 205 204 203 202 201 r I 200 199 198 197 1 196 I I I I I 1 I I 1 I � 195 16A REVISIONS 8Y ATEA DATES A ,�_J N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (iso) 876-2284 2483 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 �a w -, 0 -(I C Z. _�y o�, RF�f4,� Rio w� ��,�hA �� �1� UTILITY PLAN 3, UPPER ROAD B NORTH & ROAD A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. NO. DATE BY DESCRIPTION DESIGNED RPJ I 3/180 DRAWN JRT 3118 CHECKED NI -011 1 3/18 APPROVED ACCEPTED FOR: CALL 48 HOURS BEFORE YOU DIG 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 4 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 05.03 � r ==7 �7 I I I I I r T 21 22 23 24 25 26 27 28 29 30 31 ! 32 I 33 , 34 I I I I r , 35 36 37 38 39 40 41 r I I 8"0 DI CL --50 I I I I I WATER LINE (TYP) S" PVC (TYP} ±Y FIRE DRANT ! 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IT IS THE CONTRACTOR'S RESPONSfBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 81, 30 0 30 30 Scale in Feet REVISIONS BY DATE 1►1 �:J N.L.C]lson & Associates Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 11'' °r " �''�� `� A SOA IREa ��o w� ��SrONA r�G� �� �`� ,� UTILITY PLAN 4, UPPER READ B MID & READ A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor WA 98332 g SCALE: 1"=30' DATE: M��>zza, �o,g NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWING NUMBER: DRAWN JAT 3/18 10233 CHECKED NLO}I 3 18 APPROVED ACCEPTED SHEET C5.04 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i r 1 I - I "a 1 , I I ' I 1 I I f + 124 123 122 121 1 1 t + 1 5 I I 120 1 + 1 s 1 119 118 117 11� 1 1 , I i 1 115 114 113 112 111 110 � 1 I + � ± + + I 1 I +' r SSMH r Ire r 1 f i 1 1 I dop Lp de s � ��. SSMH 128 / TRACT A sslo\ ' - � •� 129 '`� • NO. I DATE I BY I DESCRIPTION DA'T'UM Scale: 1 "= 30' NAVD 88 30 0 30 30 Scale in Feet M C7TF THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 126 � ' s s 132 KEY MAP _ — _ _ _ _ , J I I — SCALE 1"=1000' Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: t"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET 05.05 '�A E� �4 of wa, y�hG P = ��. G. . `Jrsr 9 9 r c� `Ss,pvaL1� t, REVISIONS BY DATE ,.,� `iJ N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 UTILITY PLAN 5, UPPER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range i East, W.M., in Kitsap County, Washington. FOR: DESIGNED RPT 3/18 DRAWN JAT 3/1$ CHECKED NLOII 3/1$�� APPROVED ACCEPTED Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: t"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET 05.05 131 1 126 , • 1 '01 132 ,. DI i ss 1 ! 13 3 134 135 136 TRACT F 137 138 ,, I 139 140 141 ' 4* r + I ! I I SSMH I ! I I ! ! FIRE I HYDRA ! f a _ , � �' , • NT CONNECT TO ! 1 EXISTING WATER MAIN ' I ! 1 ! ! _ _ l EXISTING WATER MAINS i ?I 1 1 � l 142 143 144 145 146 1r f I 1 I I I r 1 8"0 DI CL -50 WATER LINE (TYP) n NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG da THIS SHEET KEY MAP " SCALE 1"=1000' REVISIONS BY DATE of w sy�� A 0�0 NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1l1 ��J N.L.O1son &Associates, Inc. DRAWN IAT 3/18 Engineering, Planning and Surveying A CHECKED NLOII 3/18 (360) 876-2284° S10?gA APPROVED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 ACCEPTED I I I UTILITY PLAN 6, LOWER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range t East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 � J � 30 0 30 34 Scale in Feet SCALE: 1 "=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 05.06 - � r I I I ! ! I 1 1 r 1 l 1 I I I I 1 � f 146 147 148 149 154 151 152 1 153 154 I l ! I I I I I f l ! r 1 1 I r FIRE 1 1 ! r HYDRANT ' �s-.•r—r��a Q..__ �.r-- �ar� ter... �4--�r—r+Ws ._� --- � �- �� � "�� � � , � � , —" _ --� T �y _ —+� � �µ � � � m SSMH w M Q SS - - - SS- - S5 SS 55 SS 5S SS211111 -r SS 5S 55 SS SSMH �p M --� 11 11.10 �x I z XSSMH -8"0 PVC (TYP) SSMH-1 sscO �! SSCO T I ;SMH! I I I 1 r r f ! I l f I I 1 I I f l 1 I I ! I l I I ! 216 215 214 213 212 211 214 I I l I r l I r NII � f �� l' '. 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Bax 637, Port Orchard, WA 98366 UTILITY PLAN 7, LOWER ROAD B MID WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. Cl 05.05 J J I I 1 tI1 jI J C5.04 W,�W1,1AC5_ .L= i'� CS.DI THIS SHEET + 11 KF.V MAP SCALE 1"=1000' DA'['UM Scale: 1"= 30' NAVD 88 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11.515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 14233 I SHEET 05.07 Project: To: From: Subject cc: Date: N.L. OLSON & ASSOCIATES, INC. Engineering, Planning & Land Surveying 2453 Bethel Avenue Port Orchard, WA 98366 P. 360-876-2284 / F.360-876-1487 www.nlolson.com TECHNICAL MEMORANDUM Werner Road Residential Development Sterling Griffin — Harbor Custom Homes LLC Norm Olson — N.L. Olson & Associates Preliminary Storm Analysis April 18, 2015 This Technical Memorandum summarizes the data for the Site Plan Review Application submittal of the Werner Road Residential Development Project. The project proposes develop approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 298 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. A final storm report will be prepared for the Site Development Permit application submittal. The parcel number of the northeast parcel is 202401-1-007-2004. The zoning is R-10 low Density Residential in the area where residences are proposed, and Industrial for the lots abutting Werner Road. Stormwater ponds are proposed to provide water quality (bottom portion are wet ponds) and water quantity (upper portion are detention ponds) mitigation. At this time, the ponds are for the residential site, with any mitigation for the industrial portion of the site to be a part of the future design. The existing site (residential area) has three distinct basins that discharge to the west, northeast, and southeast. The existing basins are as follows: Southeast Basin (POC 1) The pre -developed southeast basin area (AeX = 20.43 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 20.43 ac, Forest Steep Slope, Type C Soil Northeast Basin (POC 2) The pre -developed northeast basin area (AeX = 24.52 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 5.0 ac, Forest Pervious = 19.52 ac, Forest Flat Slope, Type C Soil Steep Slope, Type C Soil West Basin (POC 3) The pre -developed west basin area (AeX = 2.69 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 1.19 ac, Forest Moderate Slope, Type C Soil Pervious = 1.5 ac, Forest Steep Slope, Type C Soil See Appendix A Fig. 2 for Existing Conditions Map. The developed site (residential area) has three basins also, mimicking existing conditions as much as possible. The northwest basin is analyzed as one pond, but is preliminarily split into two ponds with an equivalent volume. The developed basins are as follows: Southeast Basin The developed southeast basin area (Adev = 22.66 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 3.31 ac, Forest Pervious =.1 1.01 ac, Lawns, Landscape 15.32 ac Impervious = 2.64 ac, Roads Impervious = 3.52 ac, Rooftops Impervious = 1.18 ac, Driveways 7.34 ac Flat Slope, Type C Soil Moderate Slope, Type C Soil Moderate Slope Flat Slope Flat Slope Northeast Basin The developed northeast basin area (Adev = 26.04 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 0.91 ac, Forest Flat Slope, Type C Soil Pervious =.1 1.93 ac, Lawns, Landscape Moderate Slope, Type C Soil 13.84 ac Impervious = 4.33 ac, Roads Moderate Slope Impervious = 5.87 ac, Rooftops Flat Slope Impervious = 2.00 ac, Driveways Flat Slope 12.2 ac West Basin The developed West basin area (Adev = 2.77 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 1.4 ac, Lawns, Landscape Impervious = 0.31 ac, Roads Impervious = 0.83 ac, Rooftops Impervious = 0.23 ac, Driveways 1.37 ac See Appendix A Fig. 3 for Developed Conditions Map. Storm system Design Southeast Pond (to POC #1) Moderate Slope, Type C Soil Moderate Slope Flat Slope Flat Slope Southeast Wet Pond and Detention Pond The southeast basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 700' by 35', 2:1 side slopes, and a depth of 3.9 feet. This is sufficient to contain 2.69 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 3.9 foot depth and above, so that the bottom dimensions of the detention portion would be 700 + (3.9*2*2) x 35 + (3.9*2*2), thus 715.6' long and 50.6' wide. With a 6.10" diameter orifice at the outlet, a 4.5" diameter orifice 1.7 feet above the outlet, and a 3.8" diameter orifice 2.1' above the outlet, and the top of the 24" riser 3.1' above the outlet, with 2.94 ac -ft of live storage. The total storage (wet storage + active) = 5.63 ac -ft, and a total of 7 ft deep. Northeast Pond (to POC #2) Northeast Wet Pond and Detention Pond The northeast basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 480' by 80', 2:1 side slopes, and a depth of 3.6 feet. This is sufficient to contain 3.49 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 3.6 foot depth and above, so that the bottom dimensions of the detention portion would be 480 + (3.6*2*2) x 80 + (3.6*2*2), thus 494.4' long and 94.4' wide. With a 5.10" diameter orifice at the outlet, a 3.4" diameter orifice 3.4 feet above the outlet, and a 2.6" diameter orifice 4.0' above the outlet, and the top of the 24" riser 5.4' above the outlet, with 6.65 ac -ft of live storage. The total storage (wet storage + active) = 10.14 ac -ft, and a total of 9 ft deep. In order to reduce the size of the northeast pond, the volume is preliminarily shown split into 2 ponds, with the smaller pond near lots 238-242. This smaller pond will likely detain just rooftop runoff (which will not require wet storage), reducing the demand on the larger northeast pond. This arrangement will be analyzed in more detail as a part of future submittals. West Pond (to POC #3 West Wet Pond and Detention Pond The west basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 200' by 40', 2:1 side slopes, and a depth of 4.2 feet. This is sufficient to contain 0.97 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 4.2 foot depth and above, so that the bottom dimensions of the detention portion would be 200 + (4.2*2*2) x 40 + (4.2*2*2), thus 216.8' long and 56.8' wide. With a 2.00" diameter orifice at the outlet, a 1.6" diameter orifice 1.6 feet above the outlet, and a 1.8" diameter orifice 2.1' above the outlet, and the top of the 18" riser 2.4' above the outlet, with 0.75 ac -ft of live storage. The total storage (wet storage + active) = 1.72 ac -ft, and a total of 6.6 ft deep. East Dispersion The rooftops and lawn from lots 238-280 and 293-298 along the east side, as well as the graded eastern slopes will be disbursed into the native vegetation in the east portion of the site, and will not be a part of the pond basins. MINIMUM REQUIREMENTS: The 2012 Stormwater Manual for Western Washington (updated in 2014) lists the Minimum Site Development Requirements in Volume 1 Chapter 2 section 2.5. The applicability to this preliminary project submittal is discussed below: Minimum Requirement #1 — Preparation of Stormwater Plans and Reports: Plans and reports will be submitted to City of Bremerton for final review. Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan SWPPP : Information will be included in the final storm report, along with a Sediment Transport Potential Worksheet. Minimum Requirement #3 — Source Control of Pollution: Site is to be residential. Source control of Pollution will be per residential BMPs. WSDOE 2014 SWMMWW BMP S412 Landscape and Lawn/Vegetation Management, and S417 Maintenance of Stormwater Drainage and Treatment Systems will be used. Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls: The site is divided into three basins (west, NE, and SE) to mimic the existing drainage. Runoff from the eastern lots (rooftops and yards) on the proposed site will be disbursed to the east, downstream into existing wetland areas to the east of the site. A full downstream analysis will be included in the final storm Report. Minimum Requirement #5 — On -Site Stormwater Management: On-site stormwater management will include dispersion into native vegetation that will remain on the east portions of the property. The proposed site is not suitable for lot infiltration BMP's. However, at this time the ponds are not expected to have an impervious liner, so infiltration may be possible, even if it is not designed into the pond flow controls. Minimum Requirement #6 — Runoff Treatment: The project requires Basic Treatment. Treatment is provide by the means of wet ponds designed to designed to contain the 6 - month flow volume per WWHM 2012. Minimum Requirement #7 — Flow Control: Stormwater discharges from the project are required to match pre -developed (forest) duration flow rates from 50% of the 2 -year to the 50 year peak flow. This is accomplished by the detention portions of the stormwater ponds. Minimum Requirement #8 — Wetlands Protection: On-site wetland and buffer will be protected. The downstream wetlands will also receive dispersed flow. Minimum Requirement #9 — Operation and Maintenance: Operation and Maintenance Manual will be submitted as a part of final plat documents. APPENDIX FIGURE 1- VICINITY MAP FIGURE 2 - EXISTING BASINS FIGURE 3 - DEVELOPED BASINS REVISIONS BY DATE T `�, N.L.Olson &Associates, Inc. Engineering, Planning and Surveying (3s0) x 637. 84 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA ss3ss ,- LL'h 4` <>" �F T, �� 37919 ` `� �< / ' <,, , � \ �:<` EXISTING BASIN WERNER ROAD PRELIMINARY PLAT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW g Gig Harbor, WA 98332 FI&I L SCALE: 1"=100' DESCRIPTION DESIGNED RPJ 3/18 DATE: April 6, 20]3 DRAWN JAT 3/18 DRAWING NUMBER: 10233 CHECKED NL011 3/ts APPROVED ACCEPTED SHEET C4.00 SS SS $S r �� ,.5 � M SSM" S5 �� 5S 5S S 5S �� SS � I-- y 0 S5 "�� SS SS SS _� 5S SS 55 �� �� ` -� QMH ----- -- - ---- -------------- + I � 1 ir I 1 1 1 + I r I 203 .10 209 208 207 246 205 244 202 201 l r 1 204 199 198 197 ' 1 1 I I I I i I 1 r 96 1 1 195 1 194 ' , l 1 + r 1 193 1 192 l 1 I I l I T l f 1 I I � • � I r 1 222 223 , ' 221 , I 225 226 227 228 229 230 2 1 r 224 n 3 232 233 234 235 236 + + r l 1 I I I I i I — -- — --- T. 1 EIRE _ r r CONNECT TO HYDRANT EXISTING WATER MAIN G I ¢ — -"' hA -- Ah� ��' 1 en — E �— m4_ eneRwen—cn d-1 � z — ----M — — — — — — — — — M W titii W �. -W--� W -- Q — — — — --M— — M M YN _ +t —R -OA -5B {i8, w ;fir „ N ' r 5S SS—SS—SS SS _ 55 S5` SS~ SS - – 53 �� --Z----ss1__ -– -- 5S -- -- 55�55�..y� -- - – p 55 S$ �� SS ----- g – – – R–– ' -� ~ – 55 55 1 �P/r�� / D SSMH ST " �v 55 C• 80 D! CL 50 � T - / / r r WATER LINE (TYP) , h% /J 4, I I I I 1 6- 252 251 250 249 i 2 3 1 , r 248 247 246 245 244 243 1 r 1 1 1 242 241 240 _ 254 � SSMH 1 1 l I 255 + 1 F 1 1 I 1 � r I f , 256 257 260 259 258 I r � � r TRACT F ~ _ NQRTHEAS + irrrrrlllirrrr rlflFllllrrrfl drrrlriifilM , rlrrlilrir Ig11F11�� + wn, �� M�sy °a�� t� '310,N AL f 1 b � Baa... � .,g .ra � Flliliiiuliii REVISIONS BY DATE � �►} L bison &Associates, Inc. kz, N. . Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN 8, LOWER READ B NORTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the SoutheastQ uarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. F°R: N0. DATE BY DESCRIPTION DESIGNED RPJ 318 DRAWN JAT 1 3118 CHECKED NLOII 3/18 APPROVED ACCEPTED + irrrrrlllirrrr rlflFllllrrrfl drrrlriifilM , rlrrlilrir Ig11F11�� + IIFIf`� Illlllllllfflffl +, Frrrrrrilrrrrr Baa... � .,g .ra � Flliliiiuliii �, r i '. THIS SHEET KEY MAP SCALE 1"=1000' DA'�'L1 M Scale: 1"= 30" MAIM AD NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 60 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER. 10233 SHEET 05.08 7.TRAIL DETAIL. Per BMC 20.58.080(E)(2)(ii), please provide a construction detail drawing showing a durable surface for the proposed trail system. This item is required prior to the application being approved. 8.PARKING. Per BMC 20.58.080(e)(3) a parking plan is required. Please note the total number of off-street parking spaces, and on-street parking spaces, provided by the project. 9.HOME OWNERS ASSOCIATION. Per BMC 20.58.080(e)(8)(1ii) the specific nature of any agreements, covenants, or other provisions that govern or affect the proposal shall be included with the applicatign. As many commonly owned facilities are proposed (private roads, storm ponds, trail systems, parks, etc.) please demonstrate how all commonly owned property will be maintained. A preliminary plan to address commonly owned property is required prior to this permit being approved. A detailed final plan is required to be submitted with the Site Development Permit. 10.WATER/SEWER AVAILABILITY LETTER. Per BMC 20.58.080(e)(6), a letter summarizing the utility service requirements per BMC Title 15 shall be obtained from the City Public Works Department and submitted with the application. This item is required prior to the application being deemed complete. 11.PUBLIC WORKS & ENGINEERING. Please expect a separate review letter from the Public Works & Engineering Department. The provided PDF, which includes mark-up revisions of the submitted plans, does not include a complete Public Works review; this will be provided with the later comment letter. Until such information is received the application will be placed on hold. Pursuant to BMC 20.02.090(c) necessary documentation and supplemental information must be submitted within 90 days. If you should have any questions, please feel free to contact me at (360)473-5289. Sincerely, Garrett Jackson City Planner PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON CLIENT: Attn: Sterling Griffin Harbor Homes 11515 Burnham Dr NW Gig Harbor, WA 98332 BY: N.L. OLSON AND ASSOCIATES, INC. 2453 BETHEL AVE. SE PORT ORCHARD, WA 98366 (360) 876-2284 Project Number: 10133-18 JUNE 2018 N.L. OLSON & ASSOCIATES, INC. 1 1 ENGINEERING, PLANNING AND SURVEYING June 7, 2018 Project Number: 10133-17 Attn: Attn: Sterling Griffin Harbor Homes 11515 Burnham DR NW Gig Harbor, WA 98332 Subject: Preliminary Geotechnical Engineering Report Proposed Residential Development Werner Road Preliminary Plat Bremerton, Washington Dear Mr. Griffin; This geotechnical investigation was preformed to provide preliminary geotechnical engineering recommendations for the proposed development. If we can be of further assistance or if you have any questions regarding this project, please contact our office. Sincerely, J)sley R. Johnson, P. E. Geotechnical Division Manager P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\wjohnson\project folder\Project Folder\10133 werner\geo report 6 6 2018.doc TABLE OF CONTENTS INTRODUCTION........................................................................................................................1 SITELOCATION..........................................................................................................................1 SITECONDITIONS......................................................................................................................1 PROPOSEDDEVELOPMENT........................................................................................................1 SubsurfaceInvestigation......................................................................................................2 SiteMaterial Conditions........................................................................................................2 Groundwater........................................................................................................................3 AVAILABLE GEOLOGIC AND SOILS INFORMATION..........................................................................3 Washington Division of Geology and Earth Resources........................................................3 Kitsap County Washington, Geologic Map Unit....................................................................3 USDA Soil Conservation Service..........................................................................................4 SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH..............................................5 SlopeReconnaissance.........................................................................................................5 SlopeStability Review.......................................................................................................... 5 SEISMIC GROUND SHAKING PARAMETERS...................................................................................6 SEISMIC FAULT LINES REVIEW...................................................................................................6 CONCLUSIONS.........................................................................................................................7 SITE PREPARATION AND GRADING..............................................................................................8 STRUCTURALFILL.....................................................................................................................9 SURFACEAND GROUND WATER.................................................................................................9 SHALLOWFOUNDATIONS...........................................................................................................9 SETTLEMENT...........................................................................................................................10 SubsurfaceDrainage..........................................................................................................10 FLOORSLABS.........................................................................................................................10 TEMPORARY AND PERMANENT SLOPES.....................................................................................11 TemporarySlopes..............................................................................................................11 PermanentCut Slopes.......................................................................................................11 PermanentFill Slopes........................................................................................................11 EROSION CONSIDERATIONS.............................................................................................12 ROAD SUBGRADES AND PAVED PARKING..................................................................................12 REPORTLIMITATIONS...........................................................................................................14 FIGURES VICINITYMAP...................................................................................................... FIGURE 1 SITESKETCH....................................................................................................... FIGURE 2 SOIL CONSERVATION SERVICES................................................................... FIGURE 3 DEETER SLOPE STABILITY MAPPING............................................................... FIGURE 4 SEATTLEFAULT.................................................................................................. FIGURE 5 APPENDIX A — TEST PIT LOGS PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON INTRODUCTION N.L. Olson and Associates, INC., (N.L. Olson) is pleased to submit our preliminary geotechnical engineering report for the subject property. In this report, N.L. Olson has provided recommendations for the proposed development consisting of single family residences, paved drives and parking as well as other site improvements. The subject property also has been categorized as a moderate geologic hazard area per the City of Bremerton Ordinance No. 4965, 20.14.600 — Critical Areas as designated by Kitsap County geologic hazardous mapping. This report also presents our assessment of slope comprising the subject property. SITE LOCATION The property is rectangular in shape and located at the termination of Werner Road, Bremerton, WA and by Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington as shown on the Vicinity Map on Figure 1. SITE CONDITIONS The approximately 100 acre property is bordered by a mix of undeveloped land and commercial development. An existing access drive has been constructed along the length of the parcel. The general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. A ridgeline was observed that descended from the hill top southward. The predominant slope residing along the property was slope area, ravine, descending from the hill top eastward towards HWY3. The slopes comprising this area ranged from 15 percent to 50 percent. Further discussion of the site topography has been provided in the slope reconnaissance section of this report. The site has been logged and revegetated with tall grass, Douglas fir, large leaf maple and brush. PROPOSED DEVELOPMENT As presently conceived, the proposed development will consist of 298 single-family residences, associated parking, utilities and landscape areas. We anticipate the residences will be one to two -stories and of light wood frame construction. The buildings' footing loads are anticipated to be light to moderate. At the time of this report, a conceptual plan has been prepared for this site by the project civil engineer. The proposed lot layouts with site improvements has been shown on the Site Plan, Figure 2. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\wjohnson\project folder\Project Fo1der\10133 werner\geo report 6 6 2018.doc Werner Road Preliminary Plat June 7, 2018 Page 2 In order to provide access to the single family residences, an access drive of about 7,500 linear feet with a spur road of about 500 feet has been planned within perimeter of the proposed development. Cuts and fills may range up to 15 feet to 20 feet along portions of the roadway area, throughout the subject property and permanent fill slope areas. To provide a level area for the placement of single family residences, a permanent 50 percent fill slope has been proposed with the fill slope location shown on the Site Plan Figure 2. The permanent slope area will be roughly 1,100 feet in length by 150 feet wide. Stormwater from the proposed development will be mitigated by means of a stormwater detention facilities located on the west, south and north sides of the proposed development. The preliminary site plan indicates the detention pond facility will require cuts and fill up to ten (10) feet. N.L. Olson has identified the storm pond locations have been shown on Figure 2. The available information for the proposed storm ponds has been provided in Table 1. Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018 and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, and storm detention facilities. The subsurface exploration work was performed with a John Deere 350D Track -hoe provided by client. The test pits ranged down to a maximum depth of 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2" to 8" thick layer of topsoil was generally encountered throughout the subject property that was underlain by medium dense to dense silty sand (SM) and sandy silt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of 13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basalt at various locations, a thin layer of weathered rock mixed with heavily iron oxide stained silty sand was observed. Below the weathered zone, the basalt graded from slightly weathered to fresh with a material strength that ranged from strong to very strong. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Detention Ponds Table 1 Detention Facility Dimensions Top of Pond Berm el Bottom of Pond el West Storm Pond 160 feet x 130 feet South Storm Pond 440 feet x 110 feet 445 437 North Storm Pond 300 feet x 225 feet Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018 and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, and storm detention facilities. The subsurface exploration work was performed with a John Deere 350D Track -hoe provided by client. The test pits ranged down to a maximum depth of 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2" to 8" thick layer of topsoil was generally encountered throughout the subject property that was underlain by medium dense to dense silty sand (SM) and sandy silt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of 13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basalt at various locations, a thin layer of weathered rock mixed with heavily iron oxide stained silty sand was observed. Below the weathered zone, the basalt graded from slightly weathered to fresh with a material strength that ranged from strong to very strong. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 3 Groundwater At the time of our fieldwork, ground water in the form of wet soils or seepage was encountered at roughly 3 feet to 11 feet below current site grades in test pits TP -4, TP -13, TP -14, TP -16, TP -18, TP -19 and TP -21. For additional information concerning the site's soil conditions please see the test pit logs included in Appendix A. AVAILABLE GEOLOGIC AND SOILS INFORMATION Washington Division of Geology and Earth Resources The Washington Division of Geology and Earth Resources (WDGER), Geologic Map of Washington — Northwest Quadrant, dated 2002, indicates the property is located in an area of the lower middle Eocene Crescent Formation. The lower -Middle Eocene Crescent Formation consist of tholeiitic basaltic flow breccia, filled tubes, and volcanicalstic conglomerate, gabbro dikes and sills, locally contains thin interbeds of basaltic tuff, red argillite, limestone, silt stone, rare andecite, dacite, and rhyolite, marine of pillowed-dominated lower part grades into a flow dominated partially by non -marine near top and local columnar jointing, altered to palgonite, chlorite, zeolite or epidote. Washington Minerals on the "Geology of the Crescent Formation as downloaded from www.washingtonmineraIs.com/cres.htm1-9/25/07" states that the "Crescent Formation is of the Late Paleocene to middle Eocene (62-48 Ma). The Crescent Formation is comprised of a large volume of submarine/subaerial basalt. The Crescent basalts are among the oldest basalts in this region and makeup the basement of the Coastal range. Babcock et al. (1992)(1) concluded that the Crescent Formation basalts erupted into a subsiding rift basin along the western coast approximately 60 mya. Exposure of the Crescent Formation can be found as a continuous swath defining the northern, eastern, and southeastern edge of the Olympic Peninsula. Based on gravity studies, the Crescent Formation is thought to extend eastward beneath the Puget Sound to Seattle. Most of the Crescent Formation, especially on its eastern edge, is covered with Quaternary glacial till deposits." (1) Babcock, R. S., Burmester, R. F., Engebretson, D. C., Warnock, A., and Clark, K. P., 1992, A rifted margin origin for the Crescent basalts and related rocks in the northern Coast Range Volcanic Province, Washington and British Columbia: Journal of Geophysical Research, v. 97, no. B5, p. 6799-6821. Kitsap County Washington, Geologic Map Unit The Kitsap County Washington, Geologic Map Unit, Washington State Department of Natural Resources, open file Report 2005-3 dated 2005 was reviewed for the geologic mapping of the subject property. The referenced geologic mapping indicated the Fraser glaciation was the last of the major glaciations to have occurred in this region and ended roughly 11,000 years ago. During the final glaciation, several thousand feet of ice containing clays, silt, sand, gravel and boulders originated in British Columbia advanced into the Puget Sound lowlands. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 4 In regards to the subject property, the predominant sediment from the Fraser glaciation consisted of Continental Recessional Outwash (Qgo), Advance Continental Recessional Outwash (Qga), and Glacial till (Qgt). NLO has provided a further discussion of the materials comprising the site below. • Glacial Till (Qgt), locally, this material is known as "hardpan," and consisted of an unsorted, unstratified, highly compacted very dense mixture of clay, silt, sand, gravel and boulders. The material is generally deposited and glacially overridden. • Continental Recessional Outwash (Qgo), N.L. Olson inferred that the Qgo occurred as the glacial receded given the normal consolidation of the material. The Qgo material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing or standing water conditions that may occur as the glaciers retreated. For the project area, the recessional outwash consisted of medium stiff to stiff clayey sand with minor gravel deposited on the glacial till. • Advance Continental Recessional Outwash (Qga), The Qga material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing from the advancing glacier. For the project area, the Qga was observed as poorly graded sand with silt located below the level of the glacial till. Because this material was glacially overridden the relative density ranges from dense to very dense. USDA Soil Conservation Service N.L. Olson has utilized the USDA Soil Conservation Service (SCS) to develop a listing of soils along the proposed development. N.L. Olson has shown the soil mapping on Figure 3, with a soil summary provided in Table 2, and a brief SCS soil description in the following: 2) Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapid above the hard pan and the run off is slow. The water erosion hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 USDA Soil Conservation Service Kitsap County Area, Washington Table 2 Map Unit number Map Unit Name Percent slope 2 Alderwood gravelly sandy loam 15 to 30 % slo es 25 Kilchis ve!y gravelly sandy loam, 15 to 30 % slopes 26 Kilchis very ravel) sandy loam, 30 to 70 % slopes 27 Kilchis-Shelton complex, 30 to 50 % slopes 32 McKenna gravelly loam 0 to 6 % slopes 2) Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapid above the hard pan and the run off is slow. The water erosion hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 5 26) Kilchis very gravely sandy loam (30% to 70% slopes), Permeability of the Kilchis soil is moderately rapid. Available water capacity is low. Runoff is rapid, and the water erosion hazard is severe. 27) Kilchis-Shelton complex, these soils formed in the material weathered from basalt or glacial till. The Kilchis soil is shallow and well drained and resides on ridge crests and side slopes and formed from material derived from basalt. Depth of basalt ranges down to about 16 to 20 inches. The Shelton soils permeability is rapid to the cemented pan and very slow through the pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH Slope Reconnaissance As part of our fieldwork, the slope area comprising the property was examined for indications of instability. Indications of slope instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and coarse grain material overlaying silt and clay soils. At the time of our slope reconnaissance, the slope on the property appeared stable. The discussion of our slope reconnaissance is as follows; As mentioned, the general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. The elevation of the hilltop based on Kitsap LIDAR information was el 585. A ridgeline was observed that descended from the hill top southward. The grades along the ridgeline descended to about el 500 over a horizontal distance of about 1,450 feet. To the north similar gradients and elevations were observed. The primary slope was the ravine that overlooks SR3 to the east. The general slope along the ravine ranged from roughly 500 feet, vertical distance above the level of SR3, which was about el 75. The subject property was generally between elevations of el 550 and el 400 with slope gradients. During our reconnaissance, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades were observed in the areas of TP -12, TP -13 and TP -14. At the time of our site of our reconnaissance, the subject property appeared stable and N.L. Olson did not observe areas exhibiting erosion. Slope Stability Review A review of "Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979 was performed in preparation of this report. The area proposed for development and associated slope areas have been classified as stable and intermediate. The northwest, south and east areas of the property have been classified as intermediate. The slope stability mapping for this area has been shown on Figure 4 of this report. • Stable slopes generally rise less than 15 percent in grade, except in local areas of low groundwater concentration or competent bedrock. Stable slopes include rolling uplands P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 6 and lowlands underlain by stable material such as unweathered till and/or peat deposits which, although inherently weak have no significant slope. • Intermediate slopes are generally steeper than 15 percent except where conditions such as weaker material and/or abundant groundwater exist. Identified areas include slopes of sand and gravel, till, or thin soils over bedrock that has no known failures. SEISMIC GROUND SHAKING PARAMETERS N.L Olson has reviewed the seismic design criteria per 2015 International Building Code (IBC) for the proposed building. The site's ground acceleration was performed per Kitsap County Guidelines. The PGA was based on the following location 47.549750N, 122.70417°W Longitude for Risk Category 1/II/III with Site Soil Classification Site Class C — "Very Dense Soil and Soft Rock". The interpolated probabilistic ground motion values (PGA) for Horizontal peak acceleration and spectral acceleration are as provided in the following Table 3. Seismic Ground Shaking Summary, Table 3 Probability Of exceedance Approximate Spectral Acceleration (g), Site Class C, Return Period Period (sec) years 0.2 sec 1.0 sec 2% in 50 years 2475 1.562 0.609 International Building Code (IBC) - 2015 Ground Shaking Parameters N.L Olson has reviewed the 2015 IBC to provide a design peak ground acceleration value for the proposed construction based on a seismic zone, Site Soil Classification (C) — "Very Dense Soil. 2015 IBC Ground Shaking Parameters, Table 4 Seismic Parameters USGS—Provided Output Values Mapped Spectral Acceleration Short Period Ss 1.562 Mapped Spectral Acceleration for One Second(Si)0.609 Site Class C Short period Site Coefficient Fa 1.0 1 -second Site Coefficient (Fv) 1.3 MCE Spectral Response Acceleration for short period Sens=SsxFa 1.562 MCE Spectral Response Acceleration for one second SM,=S,xFv 0.791 Design Spectral Response Acceleration for Short Period SDs=2/3xSMs 1.041 Design Spectral Response Acceleration for one second So1=2/3xSnn1 0.528 Design Peak Ground Acceleration (PGA=SDS x 0.4) PGA=0.42 Note: For information on how the Ss and S, values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. SEISMIC FAULT LINES REVIEW NLO has reviewed the "Kitsap County, Washington, Fault Lines", dated 2006 and USGS geological mapping. Our review of the above referenced information indicates the following faults are in close proximity to the proposed development: P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 9 Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 7 The Seattle Fault resides roughly 2,000 feet to the north and south and trends east to west from Hood Canal to the Cascades, passing below Bremerton and Bainbridge Island. This fault is capable of magnitude 7.1 to 7.4 seismic events with the most recent seismic event occurring roughly 1,100 years ago. In our opinion, the project area does not appear to reside on any "known faults" as described above. N.L. Olson has provided a figure illustrating slope stability per the Kitsap County, Figure 5. CONCLUSIONS Following our review of City of Bremerton, Ordinance No. 4965, section 20.14.600, Geologic Hazardous Areas, N.L. Olson concluded the site has been classified as a potential geologic hazard area as bulleted below. • N.L. Olson has observed slope gradients on average of 30 percent to 50 percent with slope heights in excess of 10 feet. • The primary steep slope comprising the subject property resided along the east side of the proposed development, which has been designated intermediate stability per "Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979. • The SCS indicated the subject area has a rapid runoff and the water erosion hazard and a severe to very severe erosion potential. As observed in N.L. Olson's subsurface exploration program, the primary material that underlies the subject property was basalt that ranged in depth from near surface to about 13 feet. Based on the material encountered during our subsurface exploration, in our opinion, the potential for large scale sliding or deep-seated rotational failures in the proposed development, resulting from the proposed construction appears negligible if the site improvements are constructed per our provided design and specifications. In order to enhance the long-term stability of the slopes and minimize erosion, the surface runoff from the proposed development will need to be directed away from slope areas to prevent uncontrolled flow over these areas. If uncontrolled flow does occur in significant quantity, the underlying slope areas could undergo severe to very severe erosion. Support for the single family residence can be provided using a shallow foundation system bearing on competent native soil, bedrock or structural fill. The access drives and parking areas can also be similarly supported. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The shallow foundation recommendations have been provided later in this report. This report has been prepared for specific application to this project only and in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently acting under similar conditions in this area for the exclusive use of client and their representatives. No warranty, expressed or implied, is made. This report, in its P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 9 Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 8 entirety, should be included in the project contract documents for the information of the contractor. SITE PREPARATION AND GRADING All pavement, fill and/or building areas should be stripped of all sod, and debris. In most areas, a topsoil stripping depth of 2 inches to 6 inches should be anticipated in the proposed building and paved drive areas. Deeper over excavations will be warranted to remove organic laden soil, uncontrolled fill, large tree root -balls, foundations, septic tanks and associated drainfields, and pockets of unsuitable soils. Stripped soils, contaminated with organics or debris should be wasted off site or used in landscape areas. Following site stripping in areas not underlain by bedrock, and prior to the fill placement, the exposed subgrade should be proof rolled and compacted to a firm, unyielding condition using vibratory equipment of appropriate size and type capable of developing a minimum dynamic compaction effort rating of at least 25,000 pounds with a static drum weight of 13,000 pounds. Compaction of the stripped subgrade should be continued until field density tests show that a minimum compaction of 95% of the maximum dry density, as determined by ASTM method D- 1557, has been achieved in all fill, building, and roadway. Any soft or weaving areas disclosed during proof rolling should be excavated and replaced with compacted structural fill. Areas, which are to be filled to bring the building subgrade up to the desired elevation, should be filled with compacted granular material free from roots, organics, trash or other deleterious materials. We recommend that site preparation and grading should be undertaken and completed during dry weather. Per the City of Port Orchard Development Standard 20.162.078 (1f), time limitations, indicates that grading operations should occur between May 1 st through October 1 st If grading in building or pavement areas is necessary during wet weather, and time does not permit allowing the soils to drain, we recommend that all excavated soil be removed from the site or set aside in covered stockpiles, and imported materials should be used for structural fill. During dry weather, most soils that are compactable and non-organic can be used as structural fill. At the time of our subsurface exploration, the on-site silty sand soil appear suitable for structural fill use, provided grading operations are preformed during dry weather. Native soils with a fine content greater than 5 percent passing the 200 sieve will degrade if exposed to excessive moisture. Compaction and grading of these materials will be difficult if soil moisture significantly increases beyond the optimum moisture content. Our initial subsurface exploration preformed with a John Deere 350D Track -hoe indicates highly weathered and iron oxide stained rock overlies unweathered basalt. We expect that the weathered and fractured rock will be rippable by mechanical means with a large excavator. The basalt that appeared slightly weathered as observed in the outcrops and below the weathered rock zone may require large excavation equipment, or hydraulic hammer. Rock excavated during construction could also be utilized for a source of crushed rock during grading operation and other construction needs for this project. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 STRUCTURAL FILL Page 9 Structural fill is defined as compacted fill placed under buildings or pavements that consist of free draining gravelly sand having a maximum size of 1-1/2 inches and with not more than 5.0% fines passing the No. 200 sieve. All imported fill material should conform to the above recommendation regardless of site weather conditions. All structural fill should be placed on a firm, properly prepared subgrade in loose layers approximately 8 inches in thickness, conditioned to a moisture content suitable for compaction, and compacted to 95% of the maximum dry density as determined by ASTM D-1557. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. SURFACE AND GROUND WATER Only minor storm water related problems are anticipated if grading and site preparation work are undertaken during the drier portions of the year. If site work is undertaken during wet weather it should be expected that the near surface silty and fine-grained soils will become over -saturated and unworkable. If the site work is undertaken during wet weather the contractor should be fully prepared to deal with soil and water problems normally encountered in these materials during wet weather work, including the filtering of runoff, as needed to prevent the siltation of down slope areas. To aid in minimizing potential erosion, it is recommended that the site should not be stripped and left without erosion protection for an extended period of time prior to the actual start of construction and/or landscaping. Silt fencing and other erosion control devices and measures may be required to control water runoff and sediment transport off the site. It should be anticipated that perched water flows or water flows developed during periods of wet weather may occur in excavations as shallow as one to two feet below the existing site grades or atop the bedrock. In that we are unable to predict where or when this might occur we recommend that any development of seeps or flows be treated as a construction/maintenance problem. Surface runoff from roofs, paved drive and hard surfaced areas should be intercepted, collected and disposed of away from the structures and steep slope areas. The discharge must be directed where the collected surface runoff will not impact structures, walls, or properties down slope of this area. SHALLOW FOUNDATIONS During our subsurface exploration work, varying soil and rock conditions were encountered on the site. In the proposed building areas, loose to medium dense soils were encountered 13 feet below current site grades. The loose to medium dense soil was underlain by bedrock. In the following, we have provided foundation recommendations for the proposed structures. We anticipate the proposed residences foundation subgrade areas will reside on medium dense native soils, structural fill or bedrock. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The continuous and P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 10 column footing system must bear on properly compacted structural fill, dense undisturbed native soil or good quality bedrock. For frost protection, the shallow footings should have a minimum embedment depth of 18 inches below adjacent grade. A base friction coefficient of 0.35 is considered appropriate for the expected underlying soils conditions. An ultimate passive equivalent fluid earth pressure for retaining structures, considering a horizontal ground surface, of 250 pcf is available to develop additional resistance to lateral pressures. The upper two feet of soil should be neglected when calculating the passive resistance. A 1/3 increase in the above value may be used for short duration wind, and seismic loads. We recommend that all footing subgrade areas be inspected by N.L. Olson representative to verify if additional over excavation will be required or adequate foundation subgrade soils have been reached. All loose or saturated soils to include the highly fractured and weathered bedrock, must be removed from the footing subgrade area prior to the placement concrete formwork and rebar. Fill material intended to be used for structural fill will need to be approved by a representative of our firm at least one to two weeks prior to placement. Structural fill placement should be done in accordance to the structural fill section discussed in Site Preparation and Grading Section in this report. SETTLEMENT Based on an allowable soil bearing pressures presented above a total settlement in the range of one inch is anticipated with a differential settlement of about '/ inch over a span distance of 50 feet. Most of the anticipated settlement should occur as construction dead loads are applied. Subsurface Drainage To preclude groundwater build-up adjacent to the building's footing system, we recommended a perforated four -inch diameter pipe — Schedule 40 perforated PVC Pipe. The pipe's perforations must be placed down at the footing subgrade elevation around the foundation perimeter. The footing drainage system should be bedded in sand and gravel and designed to carry any accumulated water away from the structure to an appropriate discharge area. Roof drainage shall not be connected to the footing drains but may use the same outfall piping if connected well away from the building such that roof water will not backup into the footing drains. FLOOR SLABS Slab -on -grade floors may be supported on properly placed and compacted structural fill or on the medium dense to very dense in-situ native soils, and bedrock, following preparation as outlined above. A capillary break/drainage layer consisting of six inches of pea gravel, or clean crushed rock should be placed below the floor slab. The capillary break material should contain less than 1.0% material passing a U.S. No. 200 sieve and less than 4.0% material passing a U.S. No. 10 sieve. A visqueen vapor barrier having a minimum thickness of 6 -mils should be placed between the capillary break and the floor slab. We understand that a sand cushion between the vapor barrier and the base of the slab may improve the curing of the slab concrete. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 11 If a sand cushion is placed between the capillary break material or the vapor barrier and the slab, it should not contain free moisture when the slab is constructed. Excess moisture in the cushion could cause impervious floor coverings to bubble. TEMPORARY AND PERMANENT SLOPES Temporary Slopes As a preliminary guideline for temporary slopes less than 10 feet in height, we recommend temporary slopes be made no steeper than 1 H:1 V for the dense granular soils and no steeper than 2H:1 V in medium dense soils or structural fill placed in a manner described earlier in this report. Bedrock cut slopes must be determined at the time of excavation. For temporary cut slopes in existing fill, topsoil, or loose materials over 10 feet in height we recommend temporary slopes no steeper than 1 1/21-1: 1 V for the full height of the cut. Temporary slopes or excavations should be benched as required by safety regulations in effect at the time of construction. The provided temporary slope recommendations are for native soils and fill materials; flatter slopes may be required in wet weather or if soil conditions other than those previously described are encountered. The contractor should be aware that slope height, slope inclination, and excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. Such regulations are strictly enforced and, if not followed, the owner, the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties. The contractor should be made responsible for the stability of all excavations and slopes during construction because they are continually on site and can observe the stability of the exposed soils. In addition, the contractor should be prepared to shore unstable slope area and provide shoring as required by local, state, or federal laws or codes. The provision of shoring design recommendations is beyond the authorized scope of this report. Permanent Cut Slopes In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. It is recommended that permanent cut and fill slopes should not be steeper than 2H:1 V (50%). fill slopes and fill should placed in accordance with the requirements of Appendix J of the International Building Code (2015 edition) or per the requirements presented below in the permanent fill slopes section below. Permanent Fill Slopes It is our opinion that fill slopes may be constructed, provided the fill is placed and compacted in a manner that is consistent with recommendations presented in the structural fill section of this report. In areas where fills are made on slopes steeper than 20% the subgrade shall be benched prior to fill placement. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 12 temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. The procedure for placing fill along the slope should consist of excavating a keyway "to be determined" feet in width along the toe of the planned fill. The keyway shall be excavated into dense to very dense undisturbed soils a minimum of "to be determined" feet. The slope above the keyway should then be cut into a series of horizontal to slightly inclined benches. The slope gradient may vary with the width of the benches. Typically, a wider bench will be required for a flatter slope. The fill slope shall be overbuilt, compacted and cut back to the 2H:1 V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1 V) for this project. We anticipate that subsurface groundwater seepage will migrate above the dense soil or bedrock into the fill and potentially destabilize the underlying fill slope area. Prior to fill placement, we recommend the installation of subsurface drains along the back portions of the fill benches. The soils selected for structural fill used for fill slope construction shall meet the criteria mentioned in the structural fill section of this report. Recommendations for fill placement on slopes are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. EROSION CONSIDERATIONS During construction and until fully surfaced and/or landscaped, the exposed site soils may be subject to erosion. Erosion of exposed soils would be most noticeable during periods of intense rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully established prior to the onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. In a disturbed condition the site soils may be eroded by channelized water or sheet flow storm runoff. Therefore, it is recommended that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotected soils. In order to enhance the long-term stability of the slope, the surface runoff from the proposed development will need to be collected and directed away from slope areas. ROAD SUBGRADES AND PAVED PARKING The site will utilize and improve and existing road alignment that accesses through the site. Road construction will require bedrock excavation and grading activities that may require rock fracturing along the proposed road alignments. Road improvements may include grade P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 13 adjustments, widening, grubbing, clearing and widening, sidewalks and underground utilities. In addition, the site has experienced previous logging activity, as such, a network of primitive roads and skid trails has been developed throughout the property. Some of the existing primitive road alignments may be incorporated in the proposed new road construction. DETENTION FACILITIES As previously conceived, the proposed north and south detention pond areas were preliminarily designed assuming that the pond berms and bottom would reside within bedrock. To prevent seepage from occurring from the proposed detention facilities, the ponds' wetted areas was to be lined with a geo membrane or equivalent material. However, during our subsurface exploration program, loose to medium dense soil conditions were encountered in the south and north detention pond areas. Based on the encountered soil conditions, N.L Olson has recommended additional field work, slope stability analysis and laboratory analysis to meet the requirements for completing geotechnical slope evaluation per City of Bremerton Ordinance No. 4965, 20.14.600 — Critical Areas. Pond Berm Construction The fill berms will need to be benched in per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization for in-situ soil conditions. The slope composing the fill berm shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1 V) for this project. The soil selected for the pond berms shall meet the textural classification requirements per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization, Item 3 page 5-30 and the USDA Textural triangle. If the pond berm requirements cannot be meet, then a pond linear should be considered to prevent pond water penetration into or below the underlying berm and pond bottom. It is recommended that permanent cut slopes not exceed 2H:1V (50%). Fill slopes should not be steeper than 2H:1V (50%). In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. Recommendations for fill berm placement and pond berm construction recommendations are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. Pond Linear A PVC geo-membrane could be utilized to minimize infiltration and groundwater seepage into the underlying slope area and soil, NLO has provided recommendations for lining the pond area with a 30 mil PVC geo-membrane. The liner will require a two feet minimum thickness of soil P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 14 above the membrane for UV and installation protection. To minimize sliding of material placed on top of the membrane, NLO recommends the slope area should be benched and the membrane applied on a series of benches. REPORT LIMITATIONS This report has been prepared for the client regarding the subject property. Information presented in this report has been collected and interpreted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions, and in accordance with sound and generally accepted principles consistent with normal consulting practice. No other warranty, expressed or implied, including (but not limited to) any warranty or merchantability or fitness for a particular use has been made. In the event that change in the nature, design, or location of the proposed construction is made, or any physical changes to the site occur, recommendations are not be considered valid unless the changes are reviewed by NLO and conclusions of this report are modified or verified in writing. NLO should be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation. Any site involving sloping terrain has inherent risk of earth movement. As a result, the CLIENT agrees to accept full responsibility for all risks associated with steep slopes. The CLIENT acknowledges that this risk cannot be completely eliminated and that engineering and geologic analysis is intended to reduce the inherent risk associated with slopes. No amount of geotechnical engineering and geologic analysis can provide a guarantee of stable slopes. Geotechnical engineering and geologic analyses are based heavily on subjective interpretation, professional judgment, and opinion regarding the physical conditions at a specific site. Subsurface conditions are only documented at those points where samples were taken and interpolation and extrapolation is necessary between and around sample locations. Conditions can vary between samples and can change over time due to natural processes and/or human activity. Analyses and recommendations provided in this report are based in part upon the data obtained from the subsurface exploration. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 wo � o N UII v� = 1~ NOTE: TOPOGRAPHY AND PROPERTY LINES WERE ADAPTED FROM KITSAP COUNTY'S PARCEL SEARCH INFORMATION. TOPOGRAPHY AND PROPERTY LINES ARE APPROXIMATE AND HAVE UTILIZED INFORMATION PROVIDED BY KITSAP COUNTY GIS INFORMATION. DURING OUR SITE WORK, A LIMITED SLOPE SURVEY WAS PERFORMED UTILIZING A HAND HELD (SUNTO TYPE PM -5/360C) TO ESTIMATE SLOPE GRADIENTS AND A 300 FOOT FIBERGLASS TAPE WAS UTILIZED FOR SLOPE DISTANCE MEASUREMENTS. THE TEST PIT LOCATIONS WERE AIDED WITH THE ASSISTANCE OF A GPS UNIT. THE TEST PIT LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED AND METHODS USED. ALL PROVIDED MEASUREMENTS, TEST PIT LOCATIONS AND DIMENSIONS ARE TO BE CONSIDERED APPROXIMATE. REVISIONS NO DATE BY I DESCRIPTION ���� rp wasy�NCT� BY DATE A DESIGNED `.A, N,I,,Olson & Associates, Inc. A 359 Q DRAWN Engineering, Planning and Surveying a, Re��399'T5.9 CHECKED FS.SONAL sN° APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P,O, Box 637, Port Orchard, WA 98366 SITE SKETCH Proposed Residential Development Werner Road Preliminary Plat Bremerton, Washington TH PROXIMATE LOCATION E SHOWN ON THE PLANS. 7. (/) z ----i LU 0-1- Uld RAOUND 616TIES E 1 CO TOR'S RESPONSI— OF (STING UTILITIES PRIG :TOR SHALL BE RESPON LE WE TO CONTRAC R'S AND TECT ROUND Attn: Sterling Griffin Harbor Homes 11515 Burnham Dr NW Gig Harbor, WA 98332 FIGURE 2 SCALEeAS SHOWN DATE, March 201.8 DRAWING NUMBER, 10113-18 SHEET OF SCS SOIL MAPPING Attn: Sterling Griffin A SCALD no scale Harbor Homes �=PJ N.L.01son & Associates Inc. DATEi MAR 2018 Werner Road Preliminary Plat Engineering, Planning and Surveying �Rw1Nc N iNt3 RL, Bremerton, Washington 11515 Burnham Dr NW (360) B76_2234 10113-18 Gig Harbor, WA 98332 2453 Bethel Avenue, P.O. Boz 637, Port Orchard, WA 98366 SHEET OF APPENDIX A SUBSURFACE EXPLORATION DISCUSSION TEST PIT LOGS The site soil conditions were explored on March 27, and Mar 28, 2018 by excavating 24 pits at various locations throughout the site, including g proposed access road alignmentsre , ,�fn and detention facilities. The subsurface exploration work was performed with a John ire 350D Track -hoe subcontracted provided by client. The test pits ranged down in'1y to 15 feet below current site grades. The approximate test pit locations are shown '1t attached Site Plan, Figure 2. The test pits logs have been included in this Appendix. Field observation during our preliminary geotechnical investigatiodicates that general site ,, �i 6 conditions consist of a thin mantle of exposed soil underlain by b 6&. The bed rock or basalt had a degree of weathering was gauged with a rock Kamm ' 'llong with visual observation of ''/i heavy Iron Oxide staining. Moderately weathered roc, ' , , was moderately hard, tightly fractured and heavily Iron Oxide stained exhibited "''� "thud" when struck with a rock hammer. Hard and slightly weathered basalt exhibc''' harp "ping" when struck with a rock hammer. Slightly weathered material also red% -fere than one blow with the rock hammer to break an intact hand sample. P Stratification lines designating the interface between soil types in subsurface exploration logs represent approximate boundaries. %e transition between materials may be gradual. The depths represented on our test pits were referenced to present site grades encountered during our subsurface explora ' WI/ The subsurface exploration lobdl�nd related information depicts conditions only at the specific locations and at the pa r time designated on the logs. The passage of time may result in a change of subsurfac, it'ons at these exploration locations. Subsurface conditions at other locations maYqIi conditions occurring at the exploration locations. The nature and extent of varial •©f subsurface conditions between explorations are not known. If variations appear du[ir ditional explorations or construction, reevaluation of recommendations in this report mia.,°'necessary. ce'-' °� ,„ •� ''.iii/ A Test Pit Log L•AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start March 27, 2018 End March 27, 2018 SMC 545' TP -1 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a L USCS Moisture (FT) SYMBOL m Content TPSL Topsoil 4" to 6" 11. '.i. i 1 Brown Silty SAND, Medium Dense, Moist I I - Trace Gravel SM 2 - Fine to Medium Grained Sand ; : r. ; - Roots and Rootlets Generally Less than diameter 3 -At 3, Grades to Dark Gray (7.5YR 4/1) 3 i - Increasing in Density at Depth I .I. 4 - BASALT Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 5 hard, moderately weathered, fine grained, aphanitic 6 - Tightly fractured and mixed with SM top 3" to 6" End of Test Pit at 5 feet 7- 8 9- 10- 101112131415161718 11- 12- 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Drawn By: Date Test Pit Completion Ben Grab SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 A Test Pit Log A!-AIV.L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. 1 IOX 637 Range 1 east, W.M., POR1 ORCHA RD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start Marc, 27, 2018 End March 27, 2018 SM 470' TP -2 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) LISCS _ moisture O N SYMBOL Content TPSL Topsoil 2" to 4" 1 I 1 Brown Silty SAND, Medium Dense, Moist 2 i. i SIM - Trace Gravel I I - Fine to Medium Grained Sand BASALT -Roots and Rootlets Generally Less than2" diameter 3 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 4 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 6" to 12" 5 End of Test Pit at 3 feet 6- 7- 789101112131415161718 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: DateTest Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By: SMC April XX, 2018 ❑ Test Pit Log ki"AN. L. Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O.ROX 63 Range 1 east, W.M., POR ORCH RD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged Subsurface Exploration Ground Surface Elevation Test Pit Number Page s� Mardi 27, 2018 End March 27, 2018 $M 470' TP -3 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(F "_ L 8 LSCS a Moisture• 0 co SYMBOL g Content (%) TPSL Topsoil 3" to 6" Brown Silty SAND, Medium Dense, Moist - Trace Gravel .i. I SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3 -Light Brown and Grayish Brown Mottled Silt, Medium Stiff, Moist 3 ML - Increasing in Density at Depth 4 - Pocket Penetrometer 0.5 5 5- 6- 67Heavily 7 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM from 8' to 13' 10 BASAL 11- 12- 213End 12 13- Endof Test Pit at 13 feet 14- 415161718Contractor 15- 16- 17- 18- Contractor Harbor tors Name 7--1 Sampling Method Grab Drawn By: Date Test Pit Completion en SMC March 31, 2018 11 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By SMC April XX, 2018 ❑ A Test Pit Log L-AN. L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number FTP Page Start End ai 27 2018 March 27, 2018 410 -4 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) ° _ 11SCS F m Moisture O m SYMBOL 0 Content M TPSL Topsoil 2" to 4" 1 Brown Silty SAND, Medium Dense, Moist I I - Trace to No Gravel 2 :I: • I f I � f • I SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3 . I .I. il 4- 7 Dark Brown Poorly Graded Gravel, Medium Dense to Dense, Mosit 5 -Trace Silt and Clay -Trace Cobbles fi - Subangular Cobbles and Gravel 7 GP $ At 8', Uphill (West) side of pit bedrock with terraced stepping down to east 9 At 9', Water Seepage on SE side of Pit 10 11 Rock becomes grayer in color and less fractured at depth 12 BASALT 12 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 13 moderately weathered, fine grained, aphanitic _ Tightly fractured and mixed with SM top 6" to 12" of pit on east side 14 End of Test Pit at 13 feet 15- 5161718 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 E] Monitoring Well E] Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 9' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L-AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: -1 Subsurface Exploration F Ground Surface Elevation Test Pit Number Page Start ae:March 2,, 2o,s End March 27, zo,s 10133 SMC 420Dat' T TP-5 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(PTH t USCS Moisture H� SYMBOL Content TPSL Topsoil 1" to 2" BASALT 1 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 2 - Tightly fractured and mixed with SM top 4" to 6" End of Test Pit at 1 foot 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked BY: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Date Revision By: SMC April XX, 2018 ❑ Test Pit Log A! -&' L-JN.L.Olson&Associates,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page Ma 27 2018 End March 27, zo,a Date:' March SMC 480' TP -6 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION "$ L USCS Moisture D( PTH 6 6 SYMBOL ro Content TPSL Topsoil 4" to 8" i i i 1 Brown Silty SAND, Loose to Medium Dense, Moist - Trace Gravel 2 E i. t SM 2 - Fine to Medium Grained Sand I. ,I• I - Roots and Rootlets Generally Less than !"diameter 3 - Increasing in Density at Depth - Caving at 3' : I: r 1 4- 5 6 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 7 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 8 - BASALT 9- 10- 10111213End 11- 12- 13 - End of Test Pit at 13 feet 14- 415161718 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Drawn By: Date Test Pit Completion Ben Grab SMC March 31, 2018 Monitonng Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By Date SMC April XX, 2018 ❑ Test Pit Log A! -"'AN. L. Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page EndMarch March aarch 27, 2018 27, 2018 485' TP -7 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH _ n E I!r U moistureSCS (FT) j SYMBOL Content TPSL I Topsoil 2" to 4" 1.5 i .i. SM 1 Brown Silty SAND, Loose, Moist - Trace Gravel 2 -Fine to Medium Grained Sand BASALT 3 - Roots and Rootlets Generally Less than diameter avily Iron Oxide Stained Crescent Formation BASALT, moderately moderately weathered, fine grained, aphanitic 4 thard, ghtly fractured and mixed with SM top 6" to 12" 5 End of Test Pit at 3 feet 6- 7- 789101112131415161718Contractor 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 - Contractor Harbor Operators Name Sampling Method Drawn By- Date Test Pit Completion Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By:Date SMC April XX, 2018 ❑ A Test Pit Log A! -,"AN. L.Oison&Associates,lnc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation 490' Test Pit Number Page Start March EndMefCh 27 20,8 27, 2018 TP -8 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH r USCS Moisture (F� SYMBOL CS C Content (%) TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Loose, Moist SNI - Trace Gravel 2 - Fine to Medium Grained Sand -Roots and Rootlets Generally Less than 2"diameter 3 3 Brownish Gray Poorly Graded SAND, Loose, Moist 4 - Trace Gravel, Trace to No Silt - Fine to Medium Grained Sand 5 - Subrounded to Subangular Gravel SP 6 7 Iron Oxide Stained at 7' 8 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM BASALT 11 - Minor Caving 12- 2131415 13- 14-- 15— End of Test Pit at 14 feet 16 17 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked By: Date Deere 3500 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes:❑ Revision By, Date SMC April XX, 2018 ❑ Test Pit Log L-,'AIV.L.Olson&Associates,lnc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start End Date: arch 27, 2018 27, 2018 450' TP -9 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) t LISCS Moisture SYMBOL y o Content N TPSL Topsoil 2" to 6" 2 1 Brown Silty SAND, Loose, Moist T .1'.1 SM - Trace Gravel 2 - Fine to Medium Grained Sand .i. i - Roots and Rootlets Generally Less than2" diameter 3 Brownish Gray Sandy SILT, Dense, Moist ML 4 - Trace to No Clay and Gravel - Fine to Medium Grained Sand 5 - Subrounded Gravel 6 6- 7 7 At T, Graded to Gray Color BASALT U Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic 10 End of Test Pit at 8 feet 11- 112131415161718 12- 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By: Date SMC April XX, 2018 Ak Test Pit Log A! -,"A N. L.41son&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page StarEnd March 27, 2018 March 27, 2018 540' TP -10 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH USCS Moisture '-a to SYMBOL o Content (%) TPSL Topsoil 4" to 6" 2 i' i, i 1 Brown Silty SAND, Loose, Moist Trace Gravel XI: t '1 2 - Fine to Medium Grained Sand a SM t - Roots and Rootlets Generally Less than !"diameter 3 I .I. 4 Brown Poorly Graded SAND, Medium Dense, Moist 4 = `� 5 - Trace Gravel, Trace to No Silt ' SP - Fine to Medium Grained Sand 6 - Subrounded to Rounded Gravel .7M 7 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic ASALT - Tightly fractured and mixed with SM 10 -Less fractured at depth 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well � Piezometer Equipment Deere 350D Excavator Groundwater Elevation No Ground Water Detected Checked By: Date WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ ,''; Test Pit Log L -JN. L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number FTP Page End Start March 27, 2018 March 27, 2018 490' -11 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a E USCS G Moisture (FT) r j SYMBOL Q a Content (%) TPSL Topsoil 2" to 4" 1 Brown Silty SAND, Medium Dense, Moist I .l. SM Trace Gravel 2 - Fine to Medium Grained Sand 2 v ;;:. i : >:;; SP - Roots and Rootlets Generally Less than2" diameter BASAL Gray Poorly Graded SAND with Gravel, Medium Dense, Moist - Trace to No Silt 4 - Fine to Medium Grained Sand - Subrounded to Rounded Gravel 5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 6 hard, moderately weathered, fine grained, aphanitic End of Test Pit at 3 feet 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Dale Test Pit Completion Ben SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By: Date SMC April XX, 2018 a � Test Pit Log L �N.L.Olson&AssociateS,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page End March arch 27, 2018 March 27, 2018 545' TP -12 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH Z.8 USCS a Moisture SYMBOL Content TPSL Topsoil 2" to 6" .i• i 1 Brown Silty SAND, Medium Dense, Moist 1 1 - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than !"diameter to a depth of 3' 4 1: �..1 4- M ' •J . r..1 I 1 5 • 'I SM 1 I • I . f P I� I 1: 1 .I .I 7 J. 1, 1 8 9 :1: r 'I g J: + i At 9', Grades to Dark Brown Silty SAND, Dense, Moist .1 : i 1 10 -Trace Cobbles, Trace to No Boulders .r. 1 J - Subrounded to Subangular Gravel, Cobbles anb Boulders 11 11 Dark Brown SILT, Stiff, Moist 12 -Gravel sized Gypsum Nodules ML - Subrounded to Subangular Gravel 13 14 End of Test Pit at 14 feet 15 61718 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By. DateTest Pit Completion Ben SMC March 31. 2018 a Monitoring Well 1:1 Piezometer Equipment Deere 350 Excavator Groundwater Elevation Checked By: Date No Water Detected WRJ April XX. 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 A L'-`AN.L.Qlson&Associates, Inc. Test Pit Log Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By SMC Subsurface Exploration Ground Surface Elevation Test Pit Number page End ,,91farlara, 28, 20,8 March 28, 2018 540 TP -13 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH USCS Moisture C N SYMBOL m Content TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Medium Dense, Moist ..i. i - Trace to No Gravel SM 2 - Fine to Medium Grained Sand + ' -Subrounded to Rounded Gravel 3 : ; •J:.I :r 1i I 3 - Roots and Rootlets Generally Less than diameter to a depth of 4' d i I 4 J At 4', Iron Oxide Staining 5 . I .I. 5 Gray Brown Mottled Silt, Stiff, Wet ML 6 -Trace Clay and Trace to No Gravel 6 i I : i I Ir - Subrounded to Rounded Gravel t . i' .i 7— Gray Brown Silty Sand, Dense, Moist 8 - Fine to Medium Grained I I I SM - Trace Gravel 9 - Subrounded to Subangular Gravel + I - Iron Oxide Staining at 7' T .I -r ;i I 10 I .I. 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Deere 350 Excavator Groundwater Elevation Wet Soils at 5' Checked By: Date WRJ April XX, 2018 ® Abanonded and backfilled FI Notes: Revision By Date SMC April XX, 2018 EJ ,A 2USCS Test Pit Log A.JN.L.Qlson&Associates, Inc. DEPTHQO rA Engineering, Planning and Surveying Werner Road Preliminary Plat Content 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration 1 Ground Surface Elevation _7TP-14 Test Pit Number Page End Sta March - Trace to No Gravel 2s, 2o1s March 28, 2018 480' 2 1 of 1 General Surface 3ML Notes 3 - Roots and Rootlets Generally Less than 2' diameter Conditions: SAMPLE COLLECTION 2USCS Moisture DEPTHQO rA SYMBOL Content TPSL Topsoil 2" to 6" .i. SM 1 Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3ML 3 - Roots and Rootlets Generally Less than 2' diameter Light Brown Sandy SILT/CLAY, Stiff, Wet 4 -Trace to No Gravel 5 - Subrounded to Subangular Gravel - Increasing in density after 3' 6 6 I I Dark Brown Silty SAND, Dense, Moist r: f 7 - Trace Gravel .i• 'k I - Fine to Medium Grained Sand i' i, i „ 'I SM 8 - Subrounded to Subangular Gravel .•I I I :r• I g • .r t.l r . I 10 I .i. 11 End of Test Pit at 11 feet 12- 2131415161718Contractor 13- 14- 15- 16- 17- 18- Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator Wet Soils at 3' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 Test Pit Log A!-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StarMarch 27, 2018 t Date.End March 27, 2018 10133 SSMC 420' TP -15 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION U CL 2 USCS Moisture DEPTH � SYMBOL Content (°/0) TPSL Topsoil 2" to 3" SM 1 Brown Silty SAND, Loose to Medium Dense - Trace to No Gravel 2 -Fine to Medium Grained Sand BASAL 3 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 6" to 12" 4 End of Test Pit at 3 foot 5- 6- 6789101112131415161718 7- 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well L1Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled F]Revision Notes: By Date SMC April XX, 2018 A Test Pit Log L-*'AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. 13OX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMG Subsurface Exploration Ground Surface Elevation 455' Test Pit Number Page Start End arch 28, 2016 March 28, 2018 TP -16 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DM _ a g uSCS Moisture (F� tIc N SYMBOL o Content N TPSL Topsoil 4" to 6" Brown Silty SAND, Medium Dense, Moist •�:.I ' I SM - Trace to No Gravel j 1 2 - Fine to Medium Grained Sand .i. I -Subrounded to Rounded Gravel s.3 - Roots and Rootlets Generally Less than 2" diameter q Grayish Brown Well Graded SAND, Medium Dense, Wet -Trace to Gravel ' S - Medium to Coarse Sand - Subrounded to Subrounded Gravel .` 6 - Gravel Interbeds 7- 8— 8SW SW g t. 10 �' 11 :: Increased Gravel Content at depth 12 12 - At 13' Caving 13 ' 14 BASALT',,Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 16 - Tightly fractured and mixed with SM End of Test Pit at 15 feet 718Co17- 18- Contractor ntractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well 7 Piezometer Equipment Groundwater Elevation Checked By Date Deere 350 Excavator Wet Soils at 5' WRQ April XX, 2018 ® Abanonded and backfilled Notes Date Revision By: SMC April XX, 2018 A Test Pit Log A-"'AN.L.OlsonUssociates,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By' SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page End Start Mar& 28, 201s March 28, 2018 440' TP -17 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH 2 USCS C- Moisture SYMBOL Content TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Medium Dense, Moist SM .I. I - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 -Roots and Rootlets General) Lessthan �" diameter Brownish Gray Sandy SILT, Stiff, Moist 4 - Trace Clay and Trace to No Gravel 5 5 - Roots Until 6' - 1.25 Pocket Pentrometer ML 6 - Iron Oxide Staining at 5 7- 8 8 -Density and Moisture Increase at Depth starting at about 8' 9 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, heavily weathered, fine grained, aphanitic BASALT - Tightly fractured and mixed with SM 11 -Less fractured at depth _12- 2End Endof Test Pit at 12 feet 13- 31415161718 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes. Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-1N.L.Olson &Associates,Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page s�itea�ci, 28, zols EndMarch 28, lois 10133 SMC 440' TP -18 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH 2 a L n USCS Moisture F € rn SYMBOL Content TPSL Topsoil 4" to 6" SM 1 Brown Silty SAND, Medium Dense, Moist .I.i. - Trace to No Gravel 2 - Fine to Medium Grained Sand `:: brounded to Rounded Gravel 3 :<;:::;: 3 L-Rootsand Rootlets Generally Less than diameter Brownish Gray Poorly Graded Sand, Dense, Moist 4 4 SM -SP - Trace Silt - Fine to Medium Grained Sand >� 5- - Clay Interbeds 6- 7- 7 Brownish Gray Sandy Silt, Stiff, Moist 13 8 -Trace to No Boulder (Similar to other test pit weather rock) -Fine to Medium Grained Sand 9 - Pocket Penetrometer 1.0 ML 10 At 10', Heavy Water Seepage 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 10' WRJ April XX, 2018 ® Abanonded and backfilled Notes:❑ Revision By Date SMC April XX, 2018 A Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Stan March 28, 2018 EndMatrch 28, 2o1s 10133 SMC 440' TP -19 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION `-' _ LISCS Moisture D(FT) 0 SYMBOL m Content TPSL Topsoil 4" to 8" Brown Silty SAND, Medium Dense, Moist SM - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 -Roots and Rootlets General) Less than �" diameter Brownish Gray Sandy SILT/CLAY, Stiff, Moist 4 - Fine Grained Sand 55 - Increasing Density at Depth -At 5' and 7', Iron Oxide Staining 6 ML 7- 8 9 ff 10 11 At 11 ", Moderate Water Seepage 0 -12 -Heavily IBASALTI Iron Oxide Stained Crescent Formation BASALT, moderately 13 hard, heavily weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 14 End of Test Pit at 13 feet 15- 5161718 16- 17- 118 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 11' WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By: SMC April XX, 2018 ❑ A Test Pit Log A�-JN. L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start arch 28, 2018 End March 28, 2018 10133 SMC 535' TP -20 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTHHSYMBOL CL USCS Moisture Content (%) TPSL Topsoil 4" to 8" 1 Brown Silty SAND, Medium Dense, Moist 1.5 ';' i Trace to No Gravel JI i` i 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel �..iSM tia 3 - Roots and Rootlets Generally Less than2" diameter 4 I II ;I 4 BASALT 5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, heavily weathered, fine grained, aphanitic 6 - Top 4" to 6" tightly fractured and mixed with SM End of Test Pit at 5 feet 7- 8- 89101112131415161718Contractor 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 - Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Date Revision By: SMC April XX, 2018 Test Pit Log A!*' L-JN. L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StartMarch 28, 2018 End March 28, 2018 10133 SMC 535bate:' TP-21 1 Of 1 General Surface Notes Conditions: SAM PLE COLLECTION USCS _ Moisture D(FT) rn SYMBOL d Content TPSL Topsoil 3" to 6" Brown Silty SAND, Medium Dense, Moist I - Trace to No Gravel 2 - Fine to Medium Grained Sand 2 •i :i''I -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter SM 4 At 2', Grades to Light Brown .' I I: •I r I 5 T .r'.I 4 I i .r 6-At 6.5', Light Water Seepage . .1. 7-Brownish Gray Sandy SILT, Stiff, Moist 7 8 - Trace Clay - Fine Grained Sand 9 - Pocket Penetrometer 2.0 ML 10 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Operators Name Sampling Method Drawn By. Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 6.5' WRJ April XX, 2018 ® Abanonded and backfilled ❑ NotesDate Revision By: SMC April XX, 2018 ❑ Test Pit Log L-.►N-L.01son &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By Subsurface Exploration Ground Surface Elevation FTest Pit Number Page Start Da e: 2s, 2018 End March 28, 2018 SMC 450' TP -22 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) .2-6 n USCS vMoisture SYMBOLa Content (%) TPSL Topsoil 4" to 6" 1.5 i' i SM 1 Brown Silty SAND, Medium Dense, Moist .i. - Trace to No Gravel - Fine to Medium Grained Sand 2 -Subrounded to Rounded Gravel BASALT3 - Roots and Rootlets Generally Less than'" diameter _j Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hrd, dtleathered, fine grained, aphanitic 4 4 �;ly \ __70-p- fractured and mixed with SM 5 - End of Test Pit at 4 foot 6 7- 8- 8910111213141516 9- 10- 11- 12- 13- 14- 15- 16- 17- 1718 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ED Notes: Revision By Date SMC April XX, 2018 El a Test Pit Log A! -"A N. L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SSMC Subsurface Exploration Ground Surface Elevation 450' Test Pit Number Page EndDa March arch 28, 2016 March 28, 2018 TP -23 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH L) .n° 129 vLISCS Moisture SYMBOL Content (%) TPSL Topsoil 3" to 6" is i 'I SM 1 Brown Silty SAND, Medium Dense, Moist I I I - Trace to No Gravel 2i 2 - Fine to Medium Grained Sand ;i I I I -Subrounded to Rounded Gravel .l, . I .I. 3 - Roots and Rootlets Generally Less than 2' diameter Gray Poorly Graded SAND with Gravel, Medium Dense, Moist 4 - Trace to No Silt SP - Fine to Medium Grained Sand 5 - Subrounded to Rounded Gravel ' = - Zones of Organics (Dark Brown Material) 6- 6 Ligth Brown SILT, Medium Stiff, Moist 7 -Trace Clay -Iron Oxide Staining g -Mottling - Pocket Penetrometer 1.0 9 -At 8', Iron Oxide Staining ML 10 10 At 10', Grades Brown Sandy SILT, Very Stiff, Moist 11 -Trace Clay - Trace to No Gravel 12 13 End of Test Pit at 13 feet 14- 415161718 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes Date Revision By' SMC April XX, 2018 ❑ A Test Pit Log A!-JN.L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page s� End March 28, 2018 March 28, 2018 rc 450' TP -24 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(F� L a a USCS Moisture rn SYMBOL m o Content (%) TPSL 1 Topsoil 2" to 4" SM 1 Brown Silty SAND, Loose to Medium Dense, Moist - Trace to No Gravel 2 2 - Fine to Medium Grained Sand BASAL -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter vily Iron Oxide Stained Crescent Formation BASALT, moderately 4 Lhard,,Heavilyweathered, fine grained, aphanitic ly fractured and mixed with SM top 4" to 6" 5 End of Test Pit at 2 foot 6 7 8 9 10 11 12 13 14 15 16 17 18 ContractorOperators Harbor Name Sampling Method Grab Drawn By- Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ~ 2 ~ 2102 Brashem Ave • Bremerton, WA 98310 (mailing) 755 Winslow Way East, Suite 101 • Bainbridge Island, WA 98110 Phone: (360) 710-6066 www.bgeenvironmental.com Findings of the “mapped” Type N Waters follows (see KCGIS map attached): The northern water is not present. Typical right-of-way swales delineate W Werner Rd and stormwater facilities supporting surrounding developments are common along the “mapped” reach. Attached are two visuals; 1) Aerial of surrounding developments with interpolated “mapped” water, and 2) Bremerton Sewer/Storm detail. The limits of investigation are south of W Werner Rd, with the attached references supporting absence downgradient for a distance not greater than 300 ft from the property boundary. The southern water was investigated and delineated during the field exercise. The beginning of the “mapped” water is unclassified ephemeral, shown as “X” on the attached Kitsap County GIS map. The triangle indicates approximately where the Typed water forms. This water continues towards the southeast where wetlands were observed, forming along a logging road, impounded with a cmp outlet. The Typed water was estimated to be a minimum of 100 ft from the property line and the wetland area, over 200 ft. The potential surface water and wetland buffer standards were determined to be outside of the proposed plat parcel boundary. In conclusion, the vicinity Type N waters were either absent or outside of any potential impact (buffer) with the proposed plat development. *NOTE: The intention is not to seek a water type modification with the findings of the vicinity investigation. All “mapped” waters are well outside the limits of maximum regulatory buffer requirements and parcel ownership. The information presented here is confirmation of compliance with Chapter 20.14.700 Fish and Wildlife Habitat Conservation Areas, Bremerton Municipal Code. cc: Norm Olson, Engineering, NL Olson & Associates Sterling Griffin, Applicant, Harbor Custom Homes, LLC Matt Baker, Applicant, Harbor Custom Homes, LLC A A N.L.01son Assocmiatesinc, Engineering, Planning and Land Surveying. June 22, 2018 Garrett Jackson, Planner Department of Community Development City of Bremerton 3456 th Street, Suite 600 Bremerton, WA 98377 RE: Werner Road Commercial Site Plan Review & SEPA Review Response to Comment — Permit No: BP18 00044 Dear Mr. Jackson: Please review the following responses to City of Bremerton comment letter dated March 16, 2018 for the Werner Road Commercial Site Plan Review and SEPA Review submittal: 1. GEOTECHNICAL REPORT: The geotechnical report is finalized and signed by the professional engineer Wes Johnson. 2. WETLANDS: The proposed outlet pipe will be designed during the final design process for the pending Site Development Permit (SDP) application. The pipe will be appropriately located outside of the wetland and its buffer. 3. TYPE N STREAM: Please refer to the enclosed June 10, 2018 Technical Memorandum regarding the question of the Type N Stream discussed in comment #3 of the comment letter. 4. TRACTS: The revised site plan more clearly depicts the proposed Tracts and associated Tract boundaries. 5. PARCEL 202401-4-002-2003: The parcel identified in this comment that is listed under different company ownership is indeed also owned by Sterling Griffin. We have added the required information for this ownership. 6. LANDSCAPING: A final landscaping plan will be prepared and will be submitted along with the application package for the SDP as this comment is requiring. All required elements noted will be included. 2453 BETHEL AVENUE, P.O. BOX 637, PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 Werner Road Commercial Site Plan Review & SEPA Review Response to Comment — Permit No: BP18 00044 Page 2 of 3 7. TRAIL DETAIL: As discussed and agreed, this item will be provided for review and approval with the SDP application. 8. PARKING: A parking plan is provided in conjunction with the site plan (the parking is shown on the revised site plan). The total number of on -street parking spaces provided is at least 121 spaces (1/2 space per house). The proposed lots are sufficiently wide such that each residence will have at least two (2) off- street spaces available not including the garages spaces. Total parking proposed not including garages is 606 spaces. 9. HOME OWNERS ASSOCIATION: The proposed documents associated with the proposed Home Owners Association will be provided with the SDP application as required. 10. WATER/SEWER AVAILABILITY LETTER: The letter is complete and has been in Paul Wandling's possession for signature. 11. PUBLIC WORKS & ENGINEERING: Discussion with Public Works has occurred since the date of the comment letter. Discussions about sanitary sewer connection location is noted given the June 22nd email from Paul Wandling. The utility design will be revised with the final design to comply with this requirement. Also, discussion about future potential roadway connection to the Gorst area occurred and the owner is certainly open to discussing potential use of the gravel mine access road if it makes sense. Such regional roadway connectivity through the residential development likely wouldn't make sense. Lastly, the Werner right- of-way issue has been discussed and at this point the proposed frontage improvements are moved away from the traveled way on this basis. 12. ADDITIONAL REVISIONS: a. The proposed minimum lot width throughout the project is revised to 50 feet. The overall site plan shows this revision; however, the blown -up individual preliminary engineering design sheets are not revised on this basis. Instead, when the final design is submitted for the SDP application all individual design sheets will be updated to show the 50 foot lots. b. The proposed gated entrance is removed from the project. This revision allows the connectivity to potential future development to the south. This connectivity is shown on the site plan. c. The proposed road section is revised to show sidewalks both sides to meet the City public road standards. The roadways are proposed to be public and the gated entrance removal will allow that change. Werner Road Commercial Site Plan Review & SEPA Review Response to Comment - Permit No: BP18 00044 Page 3 of 3 d. Given the existing configuration/location of Werner Road relative to the dedicated right-of-way, the proposed location of the frontage improvements, i.e., pedestrian access, landscaping & lighting, are moved away from the roadway traveled way. Please do not hesitate to call me at 360-876-2284 should you have questions or wish to discuss. Thank you. Si .1ne II, P.E. Pr, Attachments: 50' i8 o·- II III _I_ - 50' 55 0 I 50' 49 50'- 54 II�1 26' 50 55' , 'VWWW ----:......._ - - --,-t,_ II g/ 53 I I I i i jI II g I 150 g I I I 151 a, 0 Ii . . w 0 (/) -- iO' w 0 II �o· _ _J_ 50' r "' :. ', .. - 34' ..... C ·-,_ ,,_ ______ _ 15•F III 45' II�, 51 60' 15' I ---;O' - STREET PARKING (TYP) SEE SHEET C3.00I 52 152 .-- 50' REVISIONS NO. DATE BY DESCRIPTION 0 LANDSCAPE SCHEDULE 0 THIS SHEET SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY.□GROUND COVER RYE, FISCLLE, BLUEGRASS --AS REQD .. ',,,,,',,,THORNLESS COCKSPUR HAWTHORN Crotaegus crus-galli 'lnerm '@ IVORY SILK JAPANESE TREE LILAC Syringa reticulata 'Ivory Silk' 2" CAL 25-30' O.C.48CANADA RED CHOKECHERRY Prunus virginiana 'Canada Red'JACK PEAR Pyrus calleryana 'Jaczam ' STREET TREE NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MAP SCALE 1'' =1 ooo' "' "' "' "' .,"'11>J2D0j«<}\·>:Irsrst�21 ... ?; '�W� 'V "'/f/·?'"' "' "' " "' _,___ -.....:..:-�.-�·:� "'/:>,-,-_'. "' "' .., "' "' "' "' w "' .... -,_>::;/,,., " 'V w "' 'V ,i, "' "' /'t\/ V W W >I,- -j, W 'V -.j, >j, sJ., V iS{Yw "' "' 9+53:-69 "' "' .., w "' "' W-\·,'.c,>V 'V 'V W 'V W W W W ' l . : . : . : . . . : BY DATE ""· ::--.... -.. ::--.. .. • DESIGNED RPJ 3/18 A . I '1!.�� N.L.Olson & Associates, nc. ::,.. ------------------------ ..........................------82 LF CONCRETE CURB & GUTTER----·-.. _-•-•-• -- BEGIN ROAD B ALIGNMENT STA. 25+00 ------STREET TREE------------------•-•-•-•-•-•----.. -•-·-· ----. .. I WlERNER ROAD I - 11111II FOR: ---- ...... 1 6/18 JAT REVISED TO so' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04/25/2018 DRAWN JAT 3/18 Engineering, Planning and Surveying (360)876-2284 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Harbor Custom Homes, LLC Attn: Sterling Griffin CHECKED NLOII 3/18 11515 Burnham Drive NW APPROVED Portion of the Southeast Quarter of Gig Harbor, WA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. Scale: 1 "= 30' NAVD88 SCALE: I "�JO' DA TE: March 20, 2018 DRAWING NUMBER: 10233 SHEET C3.0l 30 50' i8 o·- II III _I_ - 50' 55 0 I 50' 49 50'- 54 II�1 26' 50 55' , 'VWWW ----:......._ - - --,-t,_ II g/ 53 I I I i i jI II g I 150 g I I I 151 a, 0 Ii . . w 0 (/) -- iO' w 0 II �o· _ _J_ 50' r "' :. ', .. - 34' ..... C ·-,_ ,,_ ______ _ 15•F III 45' II�, 51 60' 15' I ---;O' - STREET PARKING (TYP) SEE SHEET C3.00I 52 152 .-- 50' REVISIONS NO. DATE BY DESCRIPTION 0 LANDSCAPE SCHEDULE 0 THIS SHEET SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY.□GROUND COVER RYE, FISCLLE, BLUEGRASS --AS REQD .. ',,,,,',,,THORNLESS COCKSPUR HAWTHORN Crotaegus crus-galli 'lnerm '@ IVORY SILK JAPANESE TREE LILAC Syringa reticulata 'Ivory Silk' 2" CAL 25-30' O.C.48CANADA RED CHOKECHERRY Prunus virginiana 'Canada Red'JACK PEAR Pyrus calleryana 'Jaczam ' STREET TREE NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MAP SCALE 1'' =1 ooo' "' "' "' "' .,"'11>J2D0j«<}\·>:Irsrst�21 ... ?; '�W� 'V "'/f/·?'"' "' "' " "' _,___ -.....:..:-�.-�·:� "'/:>,-,-_'. "' "' .., "' "' "' "' w "' .... -,_>::;/,,., " 'V w "' 'V ,i, "' "' /'t\/ V W W >I,- -j, W 'V -.j, >j, sJ., V iS{Yw "' "' 9+53:-69 "' "' .., w "' "' W-\·,'.c,>V 'V 'V W 'V W W W W ' l . : . : . : . . . : BY DATE ""· ::--.... -.. ::--.. .. • DESIGNED RPJ 3/18 A . I '1!.�� N.L.Olson & Associates, nc. ::,.. ------------------------ ..........................------82 LF CONCRETE CURB & GUTTER----·-.. _-•-•-• -- BEGIN ROAD B ALIGNMENT STA. 25+00 ------STREET TREE------------------•-•-•-•-•-•----.. -•-·-· ----. .. I WlERNER ROAD I - 11111II FOR: ---- ...... 1 6/18 JAT REVISED TO so' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04/25/2018 DRAWN JAT 3/18 Engineering, Planning and Surveying (360)876-2284 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Harbor Custom Homes, LLC Attn: Sterling Griffin CHECKED NLOII 3/18 11515 Burnham Drive NW APPROVED Portion of the Southeast Quarter of Gig Harbor, WA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. Scale: 1 "= 30' NAVD88 SCALE: I "�JO' DA TE: March 20, 2018 DRAWING NUMBER: 10233 SHEET C3.0l 30 AZ -&',A N.L.01son&Associatesinc, Engineering, Planning and Land Surveying. August 6, 2018 Garrett Jackson, Planner Department of Community Development City of Bremerton 3456 th Street, Suite 600 Bremerton, WA 98377 RE: Werner Road Residential - Commercial Site Plan Review Response to Public Comment— Permit No: BP18 00044 Dear Mr. Jackson: We understand that two (2) public comments were received by the City within the comment period for the referenced project: I. July 17, 2018 email sent to the City from Jim Haskins of Pyramid Materials with concerns about traffic and known landfills potentially in the area of the site. II. July 18, 2018 email sent to the City from Mark Mauren of Ueland Tree Farm, LLC with concerns about stormwater and traffic. The following is our response to these comments: I. Pyramid Materials: 1. Pyramid has provided written concerns about child safety given the industrial uses in the area of the project. We fully agree that child safety is imperative for this project and any other residential project for that matter. Regardless if a residential project is adjacent to an industrial or commercial zone or adjacent to just more residential the design must include measures for safe pedestrian access. The roadways proposed inside this project will ultimately be public streets that will include sidewalks on both sides of the road that will be separated from the traffic with landscape strips. The school bus stops will be located within the project given the proposed public roads. It is expected that truck traffic resulting from industrial or commercial uses will be controlled by experience professional drivers which is probably relatively safer for children when compared to inexperienced teenage drivers that might be operating a vehicle though a typical residential community. 2. Regarding Pyramid's comment about known landfills in the area of the site and potential issues. It is understood that since the time the City received 2453 BETHEL AVENUE, P.O. BOX 637, PORT ORCHARD, WASHINGTON 98366 (360) 876-2284 FAX (360) 876-1487 Page 2 of 2 Werner Response to Public Comment August 6, 2018 this comment we have received additional information from Kitsap County Health that confirms the known landfills are over 1000 feet away from the project and are not of concern to that agency on that basis. II. Ueland Tree Farm: 1. Stormwater runoff from the developed project will be that which is typical from residential neighborhoods. The proposed mitigation to control the runoff will be in compliance with the Bremerton Municipal Storm Code which is based on the latest WDOE Stormwater Manual for Western WA. The majority of the project site is located in a drainage basin unrelated to that in which Ueland's stormwater facilities are located. Only a relatively small basin actually contributes runoff towards the west, i.e., potentially towards Ueland's property — located a significant distance away. To control water flowing in that direction, a separate "west basin" detention pond facility is proposed. The governing storm code requires that the pre - developed ground cover be assumed to be that of "old-growth forest" which is a conservative assumption given the young forest that truly currently exists at the site. The downstream route of discharge from the detention pond is the same as the current route in the current predeveloped condition. 2. Since the time that the question was raised about the proposed project access entrance location being in close proximity to the existing Ueland Kitsap Quarry access point the proposed access location has been moved. The proposed location is now well down the hill on Werner Road and no longer so close to the location of Ueland's Kitsap existing Quarry approach. Moreover, adequate site distance at the new location will be assured through the design and permit approval process. Please do not hesitate to call me at 360-876-2284 should you have questions or wish to discuss. Thank you. Sincerely, �n rm L. Olson II, P.E. roj ct Engineer N.L. OLSON & ASSOCIATES, INC. ENGINEERING, PLANNING AND SURVEYING P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Shared Folders\NLO Projects\10133 Sterling Harbor Custom Homes-Werner Rd.-Survey, geotech & Planning\Geotech\geo report 9 24 2018.doc September 24, 2018 Project Number: 10133-17 Attn: Attn: Sterling Griffin Harbor Homes 11515 Burnham DR NW Gig Harbor, WA 98332 Subject: Preliminary Geotechnical Engineering Report Proposed Residential Development Werner Road Preliminary Plat Bremerton, W ashington Dear Mr. Griffin; This geotechnical investigation was preformed to provide preliminary geotechnical engineering recommendations for the proposed development. If we can be of further assistance or if you have any questions regarding this project, please contact our office. Sincerely, Wesley R. Johnson, P.E. Geotechnical Division Manager TABLE OF CONTENTS INTRODUCTION .......................................................................................................................... 1 SITE LOCATION ............................................................................................................................ 1 SITE CONDITIONS ........................................................................................................................ 1 PROPOSED DEVELOPMENT .......................................................................................................... 1 Subsurface Investigation ........................................................................................................ 2 Site Material Conditions ......................................................................................................... 2 Groundwater ........................................................................................................................... 3 AVAILABLE GEOLOGIC AND SOILS INFORMATION ........................................................................... 3 Washington Division of Geology and Earth Resources .......................................................... 3 Kitsap County Washington, Geologic Map Unit ..................................................................... 3 USDA Soil Conservation Service ........................................................................................... 4 SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH .............................................. 5 Slope Reconnaissance ........................................................................................................... 5 Slope Stability Review ............................................................................................................ 5 SEISMIC GROUND SHAKING PARAMETERS .................................................................................... 6 SEISMIC FAULT LINES REVIEW ..................................................................................................... 6 CONCLUSIONS ........................................................................................................................... 7 SITE PREPARATION AND GRADING ............................................................................................... 8 STRUCTURAL FILL ....................................................................................................................... 9 SURFACE AND GROUND WATER ................................................................................................... 9 SHALLOW FOUNDATIONS ............................................................................................................. 9 SETTLEMENT ............................................................................................................................. 10 Subsurface Drainage ............................................................................................................ 10 FLOOR SLABS ........................................................................................................................... 10 TEMPORARY AND PERMANENT SLOPES ...................................................................................... 11 Temporary Slopes ................................................................................................................ 11 Permanent Cut Slopes ......................................................................................................... 11 Permanent Fill Slopes .......................................................................................................... 11 EROSION CONSIDERATIONS ............................................................................................... 12 ROAD SUBGRADES AND PAVED PARKING ................................................................................... 12 DETENTION FACILITIES .............................................................................................................. 13 Pond Berm Construction ...................................................................................................... 13 Pond Linear .......................................................................................................................... 13 REPORT LIMITATIONS ............................................................................................................. 14 FIGURES VICINITY MAP ........................................................................................................ FIGURE 1 SITE SKETCH ......................................................................................................... FIGURE 2 SOIL CONSERVATION SERVICES .................................................................... FIGURE 3 DEETER SLOPE STABILITY MAPPING ................................................................ FIGURE 4 SEATTLE FAULT .................................................................................................... FIGURE 5 APPENDIX A – TEST PIT LOGS P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Shared Folders\NLO Projects\10133 Sterling Harbor Custom Homes-Werner Rd.-Survey, geotech & Planning\Geotech\geo report 9 24 2018.doc PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON INTRODUCTION N.L. Olson and Associates, INC., (N.L. Olson) is pleased to submit our preliminary geotechnical engineering report for the subject property. In this report, N.L. Olson has provided recommendations for the proposed development consisting of single family residences, paved drives and parking as well as other site improvements. The subject property also has been categorized as a moderate geologic hazard area per the City of Bremerton Ordinance No. 4965, 20.14.600 – Critical Areas as designated by Kitsap County geologic hazardous mapping. This report also presents our assessment of slope comprising the subject property. SITE LOCATION The property is rectangular in shape and located at the termination of Werner Road, Bremerton, WA and by Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington as shown on the Vicinity Map on Figure 1. SITE CONDITIONS The approximately 100 acre property is bordered by a mix of undeveloped land and commercial development. An existing access drive has been constructed along the length of the parcel. The general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. A ridgeline was observed that descended from the hill top southward. The predominant slope residing along the property was slope area, ravine, descending from the hill top eastward towards HWY3. The slopes comprising this area ranged from 15 percent to 50 percent. Further discussion of the site topography has been provided in the slope reconnaissance section of this report. The site has been logged and revegetated with tall grass, Douglas fir, large leaf maple and brush. PROPOSED DEVELOPMENT As presently conceived, the proposed development will consist of 298 single-family residences, associated parking, utilities and landscape areas. We anticipate the residences will be one to two-stories and of light wood frame construction. The buildings’ footing loads are anticipated to be light to moderate. At the time of this report, a conceptual plan has been prepared for this site by the project civil engineer. The proposed lot layouts with site improvements has been shown on the Site Plan, Figure 2. Werner Road Preliminary Plat September 24, 2018 Page 2 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 In order to provide access to the single family residences, an access drive of about 7,500 linear feet with a spur road of about 500 feet has been planned within perimeter of the proposed development. Cuts and fills may range up to 15 feet to 20 feet along portions of the roadway area, throughout the subject property and permanent fill slope areas. To provide a level area for the placement of single family residences, a permanent 50 percent fill slope has been proposed with the fill slope location shown on the Site Plan Figure 2. The permanent slope area will be roughly 1,100 feet in length by 150 feet wide. Stormwater from the proposed development will be mitigated by means of a stormwater detention facilities located on the west, south and north sides of the proposed development. The preliminary site plan indicates the detention pond facility will require cuts and fill up to ten (10) feet. N.L. Olson has identified the storm pond locations have been shown on Figure 2. The available information for the proposed storm ponds has been provided in Table 1. Detention Ponds Table 1 Detention Facility Dimensions Top of Pond Berm (el) Bottom of Pond (el) West Storm Pond 160 feet x 130 feet South Storm Pond 440 feet x 110 feet 445 437 North Storm Pond 300 feet x 225 feet Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018 and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, and storm detention facilities. The subsurface exploration work was performed with a John Deere 350D Track-hoe provided by client. The test pits ranged down to a maximum depth of 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2” to 8” thick layer of topsoil was generally encountered throughout the subject property that was underlain by medium dense to dense silty sand (SM) and sandy silt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of 13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basalt at various locations, a thin layer of weathered rock mixed with heavily iron oxide stained silty sand was observed. Below the weathered zone, the basalt graded from slightly weathered to fresh with a material strength that ranged from strong to very strong. Werner Road Preliminary Plat September 24, 2018 Page 3 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Groundwater At the time of our fieldwork, ground water in the form of wet soils or seepage was encountered at roughly 3 feet to 11 feet below current site grades in test pits TP-4, TP-13, TP-14, TP-16, TP-18, TP-19 and TP-21. For additional information concerning the site’s soil conditions please see the test pit logs included in Appendix A. AVAILABLE GEOLOGIC AND SOILS INFORMATION Washington Division of Geology and Earth Resources The Washington Division of Geology and Earth Resources (WDGER), Geologic Map of Washington – Northwest Quadrant, dated 2002, indicates the property is located in an area of the lower middle Eocene Crescent Formation. The lower-Middle Eocene Crescent Formation consist of tholeiitic basaltic flow breccia, filled tubes, and volcanicalstic conglomerate, gabbro dikes and sills, locally contains thin interbeds of basaltic tuff, red argillite, limestone, silt stone, rare andecite, dacite, and rhyolite, marine of pillowed-dominated lower part grades into a flow dominated partially by non-marine near top and local columnar jointing, altered to palgonite, chlorite, zeolite or epidote. Washington Minerals on the “Geology of the Crescent Formation as downloaded from www.washingtonminerals.com/cres.html-9/25/07” states that the “Crescent Formation is of the Late Paleocene to middle Eocene (62-48 Ma). The Crescent Formation is comprised of a large volume of submarine/subaerial basalt. The Crescent basalts are among the oldest basalts in this region and makeup the basement of the Coastal range. Babcock et al. (1992)(1) concluded that the Crescent Formation basalts erupted into a subsiding rift basin along the western coast approximately 60 mya. Exposure of the Crescent Formation can be found as a continuous swath defining the northern, eastern, and southeastern edge of the Olympic Peninsula. Based on gravity studies, the Crescent Formation is thought to extend eastward beneath the Puget Sound to Seattle. Most of the Crescent Formation, especially on its eastern edge, is covered with Quaternary glacial till deposits.” (1) Babcock, R. S., Burmester, R. F., Engebretson, D. C., Warnock, A., and Clark, K. P., 1992, A rifted margin origin for the Crescent basalts and related rocks in the northern Coast Range Volcanic Province, Washington and British Columbia: Journal of Geophysical Research, v. 97, no. B5, p. 6799-6821. Kitsap County Washington, Geologic Map Unit The Kitsap County Washington, Geologic Map Unit, Washington State Department of Natural Resources, open file Report 2005-3 dated 2005 was reviewed for the geologic mapping of the subject property. The referenced geologic mapping indicated the Fraser glaciation was the last of the major glaciations to have occurred in this region and ended roughly 11,000 years ago. During the final glaciation, several thousand feet of ice containing clays, silt, sand, gravel and boulders originated in British Columbia advanced into the Puget Sound lowlands. Werner Road Preliminary Plat September 24, 2018 Page 4 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 In regards to the subject property, the predominant sediment from the Fraser glaciation consisted of Continental Recessional Outwash (Qgo), Advance Continental Recessional Outwash (Qga), and Glacial till (Qgt). NLO has provided a further discussion of the materials comprising the site below. • Glacial Till (Qgt), locally, this material is known as "hardpan," and consisted of an unsorted, unstratified, highly compacted very dense mixture of clay, silt, sand, gravel and boulders. The material is generally deposited and glacially overridden. • Continental Recessional Outwash (Qgo), N.L. Olson inferred that the Qgo occurred as the glacial receded given the normal consolidation of the material. The Qgo material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing or standing water conditions that may occur as the glaciers retreated. For the project area, the recessional outwash consisted of medium stiff to stiff clayey sand with minor gravel deposited on the glacial till. • Advance Continental Recessional Outwash (Qga), The Qga material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing from the advancing glacier. For the project area, the Qga was observed as poorly graded sand with silt located below the level of the glacial till. Because this material was glacially overridden the relative density ranges from dense to very dense. USDA Soil Conservation Service N.L. Olson has utilized the USDA Soil Conservation Service (SCS) to develop a listing of soils along the proposed development. N.L. Olson has shown the soil mapping on Figure 3, with a soil summary provided in Table 2, and a brief SCS soil description in the following: USDA Soil Conservation Service Kitsap County Area, Washington Table 2 Map Unit number Map Unit Name Percent slope 2 Alderwood gravelly sandy loam 6 to 15 % slopes 25 Kilchis very gravelly sandy loam, 15 to 30 % slopes 26 Kilchis very gravelly sandy loam, 30 to 70 % slopes 27 Kilchis-Shelton complex, 30 to 50 % slopes 32 McKenna gravelly loam 0 to 6 % slopes 2) Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapid above the hard pan and the run off is slow. The water erosion hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. Werner Road Preliminary Plat September 24, 2018 Page 5 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 26) Kilchis very gravely sandy loam (30% to 70% slopes), Permeability of the Kilchis soil is moderately rapid. Available water capacity is low. Runoff is rapid, and the water erosion hazard is severe. 27) Kilchis-Shelton complex, these soils formed in the material weathered from basalt or glacial till. The Kilchis soil is shallow and well drained and resides on ridge crests and side slopes and formed from material derived from basalt. Depth of basalt ranges down to about 16 to 20 inches. The Shelton soils permeability is rapid to the cemented pan and very slow through the pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH Slope Reconnaissance As part of our fieldwork, the slope area comprising the property was examined for indications of instability. Indications of slope instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and coarse grain material overlaying silt and clay soils. At the time of our slope reconnaissance, the slope on the property appeared stable. The discussion of our slope reconnaissance is as follows; As mentioned, the general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. The elevation of the hilltop based on Kitsap LIDAR information was el 585. A ridgeline was observed that descended from the hill top southward. The grades along the ridgeline descended to about el 500 over a horizontal distance of about 1,450 feet. To the north similar gradients and elevations were observed. The primary slope was the ravine that overlooks SR3 to the east. The general slope along the ravine ranged from roughly 500 feet, vertical distance above the level of SR3, which was about el 75. The subject property was generally between elevations of el 550 and el 400 with slope gradients. During our reconnaissance, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades were observed in the areas of TP-12, TP-13 and TP-14. At the time of our site of our reconnaissance, the subject property appeared stable and N.L. Olson did not observe areas exhibiting erosion. Slope Stability Review A review of “Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979 was performed in preparation of this report. The area proposed for development and associated slope areas have been classified as stable and intermediate. The northwest, south and east areas of the property have been classified as intermediate. The slope stability mapping for this area has been shown on Figure 4 of this report. • Stable slopes generally rise less than 15 percent in grade, except in local areas of low groundwater concentration or competent bedrock. Stable slopes include rolling uplands Werner Road Preliminary Plat September 24, 2018 Page 6 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 and lowlands underlain by stable material such as unweathered till and/or peat deposits which, although inherently weak have no significant slope. • Intermediate slopes are generally steeper than 15 percent except where conditions such as weaker material and/or abundant groundwater exist. Identified areas include slopes of sand and gravel, till, or thin soils over bedrock that has no known failures. SEISMIC GROUND SHAKING PARAMETERS N.L Olson has reviewed the seismic design criteria per 2015 International Building Code (IBC) for the proposed building. The site’s ground acceleration was performed per Kitsap County Guidelines. The PGA was based on the following location 47.54975°N, 122.70417°W Longitude for Risk Category I/II/III with Site Soil Classification Site Class C – “Very Dense Soil and Soft Rock”. The interpolated probabilistic ground motion values (PGA) for Horizontal peak acceleration and spectral acceleration are as provided in the following Table 3. Seismic Ground Shaking Summary, Table 3 Probability Of exceedance Approximate Return Period Spectral Acceleration (g), Site Class C, Period (sec) years 0.2 sec 1.0 sec 2% in 50 years 2475 1.562 0.609 International Building Code (IBC) - 2015 Ground Shaking Parameters N.L Olson has reviewed the 2015 IBC to provide a design peak ground acceleration value for the proposed construction based on a seismic zone, Site Soil Classification (C) – “Very Dense Soil. 2015 IBC Ground Shaking Parameters, Table 4 Seismic Parameters USGS–Provided Output Values Mapped Spectral Acceleration Short Period (SS) 1.562 Mapped Spectral Acceleration for One Second (S1) 0.609 Site Class C Short period Site Coefficient (Fa) 1.0 1-second Site Coefficient (Fv) 1.3 MCE Spectral Response Acceleration for short period (SMS=SSxFa) 1.562 MCE Spectral Response Acceleration for one second (SM1=S1xFV) 0.791 Design Spectral Response Acceleration for Short Period (SDS=2/3xSMS) 1.041 Design Spectral Response Acceleration for one second (SD1=2/3xSM1) 0.528 Design Peak Ground Acceleration (PGA=SDS x 0.4) PGA=0.42 Note: For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. SEISMIC FAULT LINES REVIEW NLO has reviewed the “Kitsap County, Washington, Fault Lines”, dated 2006 and USGS geological mapping. Our review of the above referenced information indicates the following faults are in close proximity to the proposed development: Werner Road Preliminary Plat September 24, 2018 Page 7 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 The Seattle Fault resides roughly 2,000 feet to the north and south and trends east to west from Hood Canal to the Cascades, passing below Bremerton and Bainbridge Island. This fault is capable of magnitude 7.1 to 7.4 seismic events with the most recent seismic event occurring roughly 1,100 years ago. In our opinion, the project area does not appear to reside on any “known faults” as described above. N.L. Olson has provided a figure illustrating slope stability per the Kitsap County, Figure 5. CONCLUSIONS Following our review of City of Bremerton, Ordinance No. 4965, section 20.14.600, Geologic Hazardous Areas, N.L. Olson concluded the site has been classified as a potential geologic hazard area as bulleted below. • N.L. Olson has observed slope gradients on average of 30 percent to 50 percent with slope heights in excess of 10 feet. • The primary steep slope comprising the subject property resided along the east side of the proposed development, which has been designated intermediate stability per “Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979. • The SCS indicated the subject area has a rapid runoff and the water erosion hazard and a severe to very severe erosion potential. As observed in N.L. Olson’s subsurface exploration program, the primary material that underlies the subject property was basalt that ranged in depth from near surface to about 13 feet. Based on the material encountered during our subsurface exploration, in our opinion, the potential for large scale sliding or deep-seated rotational failures in the proposed development, resulting from the proposed construction appears negligible if the site improvements are constructed per our provided design and specifications. In order to enhance the long-term stability of the slopes and minimize erosion, the surface runoff from the proposed development will need to be directed away from slope areas to prevent uncontrolled flow over these areas. If uncontrolled flow does occur in significant quantity, the underlying slope areas could undergo severe to very severe erosion. Support for the single family residence can be provided using a shallow foundation system bearing on competent native soil, bedrock or structural fill. The access drives and parking areas can also be similarly supported. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The shallow foundation recommendations have been provided later in this report. This report has been prepared for specific application to this project only and in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently acting under similar conditions in this area for the exclusive use of client and their representatives. No warranty, expressed or implied, is made. This report, in its Werner Road Preliminary Plat September 24, 2018 Page 8 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 entirety, should be included in the project contract documents for the information of the contractor. SITE PREPARATION AND GRADING All pavement, fill and/or building areas should be stripped of all sod, and debris. In most areas, a topsoil stripping depth of 2 inches to 6 inches should be anticipated in the proposed building and paved drive areas. Deeper over excavations will be warranted to remove organic laden soil, uncontrolled fill, large tree root-balls, foundations, septic tanks and associated drainfields, and pockets of unsuitable soils. Stripped soils, contaminated with organics or debris should be wasted off site or used in landscape areas. Following site stripping in areas not underlain by bedrock, and prior to the fill placement, the exposed subgrade should be proof rolled and compacted to a firm, unyielding condition using vibratory equipment of appropriate size and type capable of developing a minimum dynamic compaction effort rating of at least 25,000 pounds with a static drum weight of 13,000 pounds. Compaction of the stripped subgrade should be continued until field density tests show that a minimum compaction of 95% of the maximum dry density, as determined by ASTM method D- 1557, has been achieved in all fill, building, and roadway. Any soft or weaving areas disclosed during proof rolling should be excavated and replaced with compacted structural fill. Areas, which are to be filled to bring the building subgrade up to the desired elevation, should be filled with compacted granular material free from roots, organics, trash or other deleterious materials. We recommend that site preparation and grading should be undertaken and completed during dry weather. However, if grading in building or pavement areas is necessary during wet weather, and time does not permit allowing the soils to drain, we recommend that all excavated soil be removed from the site or set aside in covered stockpiles, and imported materials such as structural fill for grading operations. During dry weather, most soils that are compactable and non-organic can be used as structural fill. At the time of our subsurface exploration, the on-site silty sand soil appear suitable for structural fill use, provided grading operations are preformed during dry weather. Native soils with a fine content greater than 5 percent passing the 200 sieve will degrade if exposed to excessive moisture. Compaction and grading of these materials will be difficult if soil moisture significantly increases beyond the optimum moisture content. If compaction of on-site soils cannot achieved because of elevated moisture levels then structural fill material may be required for grading operations. Our initial subsurface exploration preformed with a John Deere 350D Track-hoe indicates highly weathered and iron oxide stained rock overlies unweathered basalt. We expect that the weathered and fractured rock will be rippable by mechanical means with a large excavator. The basalt that appeared slightly weathered as observed in the outcrops and below the weathered rock zone may require large excavation equipment, or hydraulic hammer. Rock excavated during construction could also be utilized for a source of crushed rock during grading operation and other construction needs for this project. Werner Road Preliminary Plat September 24, 2018 Page 9 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 STRUCTURAL FILL Structural fill is defined as compacted fill placed under buildings or pavements that consist of free draining gravelly sand having a maximum size of 1-1/2 inches and with not more than 5.0% fines passing the No. 200 sieve. All imported fill material should conform to the above recommendation regardless of site weather conditions. All structural fill should be placed on a firm, properly prepared subgrade in loose layers approximately 8 inches in thickness, conditioned to a moisture content suitable for compaction, and compacted to 95% of the maximum dry density as determined by ASTM D-1557. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. SURFACE AND GROUND WATER Only minor storm water related problems are anticipated if grading and site preparation work are undertaken during the drier portions of the year. If site work is undertaken during wet weather it should be expected that the near surface silty and fine-grained soils will become over-saturated and unworkable. If the site work is undertaken during wet weather the contractor should be fully prepared to deal with soil and water problems normally encountered in these materials during wet weather work, including the filtering of runoff, as needed to prevent the siltation of down slope areas. To aid in minimizing potential erosion, it is recommended that the site should not be stripped and left without erosion protection for an extended period of time prior to the actual start of construction and/or landscaping. Silt fencing and other erosion control devices and measures may be required to control water runoff and sediment transport off the site. It should be anticipated that perched water flows or water flows developed during periods of wet weather may occur in excavations as shallow as one to two feet below the existing site grades or atop the bedrock. In that we are unable to predict where or when this might occur we recommend that any development of seeps or flows be treated as a construction/maintenance problem. Surface runoff from roofs, paved drive and hard surfaced areas should be intercepted, collected and disposed of away from the structures and steep slope areas. The discharge must be directed where the collected surface runoff will not impact structures, walls, or properties down slope of this area. SHALLOW FOUNDATIONS During our subsurface exploration work, varying soil and rock conditions were encountered on the site. In the proposed building areas, loose to medium dense soils were encountered 13 feet below current site grades. The loose to medium dense soil was underlain by bedrock. In the following, we have provided foundation recommendations for the proposed structures. We anticipate the proposed residences foundation subgrade areas will reside on medium dense native soils, structural fill or bedrock. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The continuous and Werner Road Preliminary Plat September 24, 2018 Page 10 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 column footing system must bear on properly compacted structural fill, dense undisturbed native soil or good quality bedrock. For frost protection, the shallow footings should have a minimum embedment depth of 18 inches below adjacent grade. A base friction coefficient of 0.35 is considered appropriate for the expected underlying soils conditions. An ultimate passive equivalent fluid earth pressure for retaining structures, considering a horizontal ground surface, of 250 pcf is available to develop additional resistance to lateral pressures. The upper two feet of soil should be neglected when calculating the passive resistance. A 1/3 increase in the above value may be used for short duration wind, and seismic loads. We recommend that all footing subgrade areas be inspected by N.L. Olson representative to verify if additional over excavation will be required or adequate foundation subgrade soils have been reached. All loose or saturated soils to include the highly fractured and weathered bedrock, must be removed from the footing subgrade area prior to the placement concrete formwork and rebar. Fill material intended to be used for structural fill will need to be approved by a representative of our firm at least one to two weeks prior to placement. Structural fill placement should be done in accordance to the structural fill section discussed in Site Preparation and Grading Section in this report. SETTLEMENT Based on an allowable soil bearing pressures presented above a total settlement in the range of one inch is anticipated with a differential settlement of about ½ inch over a span distance of 50 feet. Most of the anticipated settlement should occur as construction dead loads are applied. Subsurface Drainage To preclude groundwater build-up adjacent to the building’s footing system, we recommended a perforated four-inch diameter pipe – Schedule 40 perforated PVC Pipe. The pipe’s perforations must be placed down at the footing subgrade elevation around the foundation perimeter. The footing drainage system should be bedded in sand and gravel and designed to carry any accumulated water away from the structure to an appropriate discharge area. Roof drainage shall not be connected to the footing drains but may use the same outfall piping if connected well away from the building such that roof water will not backup into the footing drains. FLOOR SLABS Slab-on-grade floors may be supported on properly placed and compacted structural fill or on the medium dense to very dense in-situ native soils, and bedrock, following preparation as outlined above. A capillary break/drainage layer consisting of six inches of pea gravel, or clean crushed rock should be placed below the floor slab. The capillary break material should contain less than 1.0% material passing a U.S. No. 200 sieve and less than 4.0% material passing a U.S. No. 10 sieve. A visqueen vapor barrier having a minimum thickness of 6-mils should be placed between the capillary break and the floor slab. We understand that a sand cushion between the vapor barrier and the base of the slab may improve the curing of the slab concrete. Werner Road Preliminary Plat September 24, 2018 Page 11 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 If a sand cushion is placed between the capillary break material or the vapor barrier and the slab, it should not contain free moisture when the slab is constructed. Excess moisture in the cushion could cause impervious floor coverings to bubble. TEMPORARY AND PERMANENT SLOPES Temporary Slopes As a preliminary guideline for temporary slopes less than 10 feet in height, we recommend temporary slopes be made no steeper than 1H:1V for the dense granular soils and no steeper than 2H:1V in medium dense soils or structural fill placed in a manner described earlier in this report. Bedrock cut slopes must be determined at the time of excavation. For temporary cut slopes in existing fill, topsoil, or loose materials over 10 feet in height we recommend temporary slopes no steeper than 1 1/2H:1V for the full height of the cut. Temporary slopes or excavations should be benched as required by safety regulations in effect at the time of construction. The provided temporary slope recommendations are for native soils and fill materials; flatter slopes may be required in wet weather or if soil conditions other than those previously described are encountered. The contractor should be aware that slope height, slope inclination, and excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. Such regulations are strictly enforced and, if not followed, the owner, the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties. The contractor should be made responsible for the stability of all excavations and slopes during construction because they are continually on site and can observe the stability of the exposed soils. In addition, the contractor should be prepared to shore unstable slope area and provide shoring as required by local, state, or federal laws or codes. The provision of shoring design recommendations is beyond the authorized scope of this report. Permanent Cut Slopes In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. It is recommended that permanent cut and fill slopes should not be steeper than 2H:1V (50%). fill slopes and fill should placed in accordance with the requirements of Appendix J of the International Building Code (2015 edition) or per the requirements presented below in the permanent fill slopes section below. Permanent Fill Slopes It is our opinion that fill slopes may be constructed, provided the fill is placed and compacted in a manner that is consistent with recommendations presented in the structural fill section of this report. In areas where fills are made on slopes steeper than 20% the subgrade shall be benched prior to fill placement. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All Werner Road Preliminary Plat September 24, 2018 Page 12 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. The procedure for placing fill along the slope should consist of excavating a keyway “to be determined” feet in width along the toe of the planned fill. The keyway shall be excavated into dense to very dense undisturbed soils a minimum of “to be determined” feet. The slope above the keyway should then be cut into a series of horizontal to slightly inclined benches. The slope gradient may vary with the width of the benches. Typically, a wider bench will be required for a flatter slope. The fill slope shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1V) for this project. We anticipate that subsurface groundwater seepage will migrate above the dense soil or bedrock into the fill and potentially destabilize the underlying fill slope area. Prior to fill placement, we recommend the installation of subsurface drains along the back portions of the fill benches. The soils selected for structural fill used for fill slope construction shall meet the criteria mentioned in the structural fill section of this report. Recommendations for fill placement on slopes are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. EROSION CONSIDERATIONS During construction and until fully surfaced and/or landscaped, the exposed site soils may be subject to erosion. Erosion of exposed soils would be most noticeable during periods of intense rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully established prior to the onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. In a disturbed condition the site soils may be eroded by channelized water or sheet flow storm runoff. Therefore, it is recommended that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotected soils. In order to enhance the long -term stability of the slope, the surface runoff from the proposed development will need to be collected and directed away from slope areas. ROAD SUBGRADES AND PAVED PARKING The site will utilize and improve and existing road alignment that accesses through the site. Road construction will require bedrock excavation and grading activities that may require rock fracturing along the proposed road alignments. Road improvements may include grade Werner Road Preliminary Plat September 24, 2018 Page 13 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 adjustments, widening, grubbing, clearing and widening, sidewalks and underground utilities. In addition, the site has experienced previous logging activity, as such, a network of primitive roads and skid trails has been developed throughout the property. Some of the existing primitive road alignments may be incorporated in the proposed new road construction. DETENTION FACILITIES As previously conceived, the proposed north and south detention pond areas were preliminarily designed assuming that the pond berms and bottom would reside within bedrock. To prevent seepage from occurring from the proposed detention facilities, the ponds’ wetted areas was to be lined with a geo membrane or equivalent material. However, during our subsurface exploration program, loose to medium dense soil conditions were encountered in the south and north detention pond areas. Based on the encountered soil conditions, N.L Olson has recommended additional field work, slope stability analysis and laboratory analysis to meet the requirements for completing geotechnical slope evaluation per City of Bremerton Ordinance No. 4965, 20.14.600 – Critical Areas. Pond Berm Construction The fill berms will need to be benched in per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization for in-situ soil conditions. The slope composing the fill berm shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1V) for this project. The soil selected for the pond berms shall meet the textural classification requirements per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization, Item 3 page 5-30 and the USDA Textural triangle. If the pond berm requirements cannot be meet, then a pond linear should be considered to prevent pond water penetration into or below the underlying berm and pond bottom. It is recommended that permanent cut slopes not exceed 2H:1V (50%). Fill slopes should not be steeper than 2H:1V (50%). In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. Recommendations for fill berm placement and pond berm construction recommendations are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. Pond Linear A PVC geo-membrane could be utilized to minimize infiltration and groundwater seepage into the underlying slope area and soil, NLO has provided recommendations for lining the pond area with a 30 mil PVC geo-membrane. The liner will require a two feet minimum thickness of soil Werner Road Preliminary Plat September 24, 2018 Page 14 P.O. Box 637• 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 above the membrane for UV and installation protection. To minimize sliding of material placed on top of the membrane, NLO recommends the slope area should be benched and the membrane applied on a series of benches. REPORT LIMITATIONS This report has been prepared for the client regarding the subject property. Information presented in this report has been collected and interpreted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions, and in accordance with sound and generally accepted principles consistent with normal consulting practice. No other warranty, expressed or implied, including (but not limited to) any warranty or merchantability or fitness for a particular use has been made. In the event that change in the nature, design, or location of the proposed construction is made, or any physical changes to the site occur, recommendations are not be considered valid unless the changes are reviewed by NLO and conclusions of this report are modified or verified in writing. NLO should be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation. Any site involving sloping terrain has inherent risk of earth movement. As a result, the CLIENT agrees to accept full responsibility for all risks associated with steep slopes. The CLIENT acknowledges that this risk cannot be completely eliminated and that engineering and geologic analysis is intended to reduce the inherent risk associated with slopes. No amount of geotechnical engineering and geologic analysis can provide a guarantee of stable slopes. Geotechnical engineering and geologic analyses are based heavily on subjective interpretation, professional judgment, and opinion regarding the physical conditions at a specific site. Subsurface conditions are only documented at those points where samples were taken and interpolation and extrapolation is necessary between and around sample locations. Conditions can vary between samples and can change over time due to natural processes and/or human activity. Analyses and recommendations provided in this report are based in part upon the data obtained from the subsurface exploration. APPENDIX A SUBSURFACE EXPLORATION DISCUSSION TEST PIT LOGS The site soil conditions were explored on March 27, and Mar 28, 2018 by excavating 24 test pits at various locations throughout the site, including proposed access road alignments, storm and detention facilities. The subsurface exploration work was performed with a John Deere 350D Track-hoe subcontracted provided by client. The test pits ranged down in depths to 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in this Appendix. Field observation during our preliminary geotechnical investigation indicates that general site conditions consist of a thin mantle of exposed soil underlain by bedrock. The bed rock or basalt had a degree of weathering was gauged with a rock hammer along with visual observation of heavy Iron Oxide staining. Moderately weathered rock that was moderately hard, tightly fractured and heavily Iron Oxide stained exhibited a dull “thud” when struck with a rock hammer. Hard and slightly weathered basalt exhibited a sharp “ping” when struck with a rock hammer. Slightly weathered material also required more than one blow with the rock hammer to break an intact hand sample. Stratification lines designating the interface between soil types in subsurface exploration logs represent approximate boundaries. The transition between materials may be gradual. The depths represented on our test pits logs were referenced to present site grades encountered during our subsurface exploration work. The subsurface exploration logs and related information depicts conditions only at the specific locations and at the particular time designated on the logs. The passage of time may result in a change of subsurface conditions at these exploration locations. Subsurface conditions at other locations may differ from conditions occurring at the exploration locations. The nature and extent of variations of subsurface conditions between explorations are not known. If variations appear during additional explorations or construction, reevaluation of recommendations in this report may be necessary. W WERNER ROAD WETLAND DELINEATION APRIL 6, 2018 BGE18_0060 BGE ENVIRONMENTAL, LLC. WETLAND CONSULTING AND LAND USE PLANNING W WERNER ROAD WETLAND DELINEATION APRIL 6, 2018 PROJECT LOCATION W WERNER ROAD BREMERTON, WA 98312 TAX ACCOUNT 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009 202401-4-007-2008, 202401-4-010-2003 SE ¼ S 20, T 24, R 01 E, W.M. PREPARED FOR HARBOR CUSTOM HOMES LLC 11515 BURNHAM DRIVE NW GIG HARBOR, WA 98332 PREPARED BY BGE ENVIRONMENTAL LLC 2102 BRASHEM AVE BREMERTON, WA 98310 360.710.6066 www.bgeenvironemental.com BGE18_0060 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 1 | PAGE INTRODUCTION Harbor Custom Homes (Client) requested a wetland delineation to 80-acres of undeveloped land compiled from multiple parcels off W Werner Rd, in the City of Bremerton, Kitsap County, Washington. The investigation area is defined to parcel identifications per Kitsap County Tax Assessor Numbers; 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004- 2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003. Regional setting for the investigation area is Section 20, Township 24, Range 01E, SE Qtr. The investigation area is a mature mixed forested landcover consisting of ridges and valleys aligned north to south. The landform topography is higher to the west undulating through the ridges with a steepening decline eastward. The investigation boundaries terminate along the toe-of-slope east. A utility easement road divides the investigation east to west. Additional rough logging roads, mostly abandoned, are encountered throughout. Two wetlands were identified to the investigation area, Wetland A and Wetland B. The wetland findings are presented in this report. The area of review includes the presence or absence of additional wetlands within 300 ft of the proposed development, a residential plat. This wetland delineation report is provided for compliance with the City of Bremerton, Title 20.14.300 Wetlands, Bremerton Municipal Code (BMC) and includes the following: • Site description and area of assessment; • Background research and identification of potentially regulated critical areas, wetland and surface waters; • Investigation, determination, and assessment of jurisdictional wetlands; and • Review of regulations and standard buffer requirements fo r wetlands. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 2 | PAGE METHODS Resource information in the public-domain was reviewed for this delineation. Data researched included relevant mapping from U.S. Fish and Wildlife Service, Washington State Department of Fish and Wildlife (WDFW), and Washington Department of Natural Resources (WDNR) Natural Heritage Database, and the Kitsap County GIS mapping resource. Reference sources are summarized in Appendix A. The wetlands and surface waters were assessed by a Professional Wetland Scientist (PWS) on 12, 26, and 28 January 2018. All wetland determinations were completed using observable and documented assessments of vegetation, hydrology, and soils. Wetland bound aries were determined using the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region. Wetland Regulatory Assistance Program, Army Corps of Engineer. May 2010. Areas meeting the criteria set forth in the Regional Supplement were determined to be wetland. Soil, Vegetation, and Hydrologic parameters were sampled at several locations along the wetland boundary for confirmation of jurisdiction. To mark the boundary between wetlands and uplands, orange surveyor’s flagging was alpha- numerically labeled and tied to vegetation or wood lath along the wetland boundary. Delineated wetlands were classified using the Western Washington Wetland Rating System-2014 by the Department of Ecology (Ecology). OHWM’s were confirmed with Ecology method for Determining the Ordinary High Water Mark on Streams in Washington State (Olson, 2008) and definitions provided in RCW 77.55.011 (11) and WAC 220.16.030. Drainages not associated with wetland conditions were driven by a consistent and observable bank which provided a conservative, yet clear demarcation of a surface water conveyance. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 3 | PAGE EXISTING CONDITIONS The investigation area is rectangular in shape, set north to south. Access is off W Werner Rd from the north, via a dirt easement road that dvides the area west to east. The investigation area is deciduous dominate mature forest with steep to moderate slopes that undulated from ridge to valley. The trending topography is a steady decline west to east. Understory was open to dense throughout. Logging roads were rough and abandoned. Surrounding land use is aggregate mining and undeveloped forest land to th e southwest. Single- family residences and urban centers are dominate to the northeast. Kitsap lake resides to the north while the Sinclair Inlet finger of the Puget Sound is located to the south. Kitsap County Critical Areas maps have the southeast portio n of the investigation area mapped as a high hazard geological area. Two Type N waters are shown north and south of the investigation area. Soil series are Alderwood gravelly sandy loam, 8 to 15 percent slopes and Kilchis-Shelton complex, 30 to 70 percent slopes. Priority Habitat and Species mapped within the vicinity are not closer than 600 ft from the project area. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 4 | PAGE FINDINGS WETLAND DELINEATION The investigation area was assessed on 12, 26, and 28 January of 2018. The typical ambient temperatures ranged from 36° to 52° F. The field assessment and wetland determinations and delineations were conducted by Robbyn Myers, a Professional Wetland Scientist (#1286 Certification under the Society of Wetland Scientists). A routine wetland delineation was performed. A summary of precipitation leading to the field review and throughout the month is provided below Total Monthly Precipitation Precipitation One Week Prior Precipitation Two Weeks Prior Average Monthly Precipitation Deviation from Monthly Average January 12 12.19 inches 3.12 inches 5.17 inches 8.89 inches +3.30 inches January 26 12.19 inches 3.84 inches 5.69 inches 8.89 inches +3.30 inches January 28 12.19 inches 4.62 inches 6.49 inches 8.89 inches +3.30 inches https://www.accuweather.com/en/us/bremerton-wa/98337/january-weather/331425?monyr=1/1/2018&view=table The site investigation confirmed two jurisdictional wetlands within the project area. The on -site wetlands are described in detail below and summarized later in this Chapter. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 5 | PAGE WETLAND A CATEGORY IV The wetland was identified center to the investigation area west of access easement. The area is an elongated depression seasonally flooded and supporting emergent species. Vegetation observed included red alder (Alnus rubra, FAC), slough sedge (Carex obnupta, OBL), and spiraea (Spiraea douglasii, FACW). Soils were a black 10YR2/1 loam over a mix of 2.5YR 6/2 with 7.5YR 6/8 and 10YR 5/1 clay loam. Hydrology was confirmed with the presence of a high- water table and sparsely vegetated concave surfaces. Hydrogeomorphic (HGM) classification is depressional. Cowardin definition PEM. The wetland is a Category IV with a Habitat value of 6. WETLAND B CATEGORY IV The wetland was identified off-site along the southern boundary of the investigation area near the main dirt road as it turns west. The wetland is in a distinct topographical depression with a flooded surface. Trees were rooted throughout the flooded area and shrubs were growing along the eastern edge. Vegetation observed included red alder (Alnus rubra, FAC), salmonberry (Rubus spectabilis, FAC), slough sedge (Carex obnupta, OBL), and spiraea (Spiraea douglasii, FACW). Soils were inundated. Hydrology was confirmed with the presence of surface water. Hydrogeomorphic (HGM) classification is depressional. Cowardin definition PFO. The wetland is a Category IV with a Habitat value of 6. UPLAND The upland areas were deciduous dominate mature forest with steep to moderate slopes declining to the east. Observed vegetation included red alder (Alnus rubra, FAC), American holly (Ilex opaca, UPL), big leaf maple (Acer macrophyllum, FACU), madrone (Arbutus menziesii, UPL), salmonberry (Rubus spectabilis, FAC), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), scotch broom (Cytisus scoparius, UPL), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Four sample plots were recorded representing the upland as described below. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 6 | PAGE SAMPLE PLOT 01 SP01 is north of Wetland A within a red alder forest. Vegetation observed included red alder (Alnus rubra, FAC), American holly (Ilex opaca, UPL), big leaf maple (Acer macrophyllum, FACU), salmonberry (Rubus spectabilis, FAC), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Soils were a dark brown 10YR 3/3 loam over a light yellowish- brown 2.5 Y 6/4 loam sand. Hydrology was confirmed by the presence of a high water table at 9- inches and soil saturation. SAMPLE PLOT 02 SP02 is located within the vicinity of Wetland A. Observed vegetation included red alder (Alnus rubra, FAC), big leaf maple (Acer macrophyllum, FACU), salmonberry (Rubus spectabilis, FAC), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), and sword fern (Polystichum munitum, FACU). Soils were a mixed dark brown 10YR 3/3 and a strong brown 7.5 YR 4/6. The absence of hydrologic indicators confirmed no hydrology. SAMPLE PLOT 03 SP03 is the paired upland plot to SP04; Wetland A. Dominant vegetation included red alder (Alnus rubra, FAC), salmonberry (Rubus spectabilis, FAC), red elderberry (Sambucus racemosa, FACU), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Soils were a very dark greyish brown 10YR 3/2 over a light reddish brown 2.5YR 6/4 loam. The absence of hydrologic indicators confirmed no hydrology. SAMPLE PLOT 05 SP05 is the paired upland plot for SP06; Wetland B. Dominant vegetation included red alder (Alnus rubra, FAC), Douglas fir (Pseudotsuga menziesii, FACU), evergreen huckleberry (Vaccinium ovatum, UPL), salal (Gaultheria shallon, FACU), sword fern (Polystichum munitum, FACU), Himalayan blackberry (Rubus armeniacus, FAC), and trailing blackberry (Rubus ursinus, FACU). Soils were a dark brown 10YR 3/3 loam. The absence of hydrologic indicators confirmed no hydrology. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 7 | PAGE BUFFER REQUIREMENTS The standard buffer widths presume the existence of a relatively intact native vegetation community in the buffer zone adequate to protect the wetland functions and values at the time of the proposed activity. Standard buffer widths are based on wetland category and habitat scoring. All buffers shall be measured horizontally from a perpendicular line established at the wetland edge as surveyed in the field. Buffers shall remain intact with native vegetation adequate to protect wetland functions and values. The wetland buffer width requirements for the Category IV wetlands, with a habitat score of 6, is 50-ft for all proposed land uses per BMC Table 20.14.330(h)(1). BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 8 | PAGE WETLAND A RATING IV WETLAND SIZE <2 ACRESS COWARDIN PEM WETLAND DATA SP04 NONWETLAND DATA SPO1, SP02, SP03 WETLAND DETERMINATION VEGETATION DOMINANCE TEST IS GREATER THAN 50%. SOILS DEPLETED BELOW DARK SURFACE (A11) HYDROLOGY HIGH WATER TABLE (A2), SPARSELY VEGETATED CONCAVE SURFACE (B8), WATER-STAINED LEAVES (B9) DELINEATION RATIONALE LEVEL OF SOIL SATURATION AND DEPLETIONS COMBINED WITH PRESENCE OF EMERGENCT SPECIES. WETLAND RATING WETLAND UNIT DETERMINATION ISOLATED BY TOPOGRAPHY HGM CLASS DEPRESSIONAL MAPPING TOOL GOOGLE WETLAND CATEGORY IV IMPROVING WATER QUALITY 4 HYDROLOGIC 4 HABITAT 6 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 9 | PAGE WETLAND B RATING IV WETLAND SIZE <1 ACRE COWARDIN PFO WETLAND DATA SP06 NONWETLAND DATA SP05 WETLAND DETERMINATION VEGETATION DOMINANCE TEST IS GREATER THAN 50%. SOILS INUNDATED HYDROLOGY SURFACE WATER (A1) DELINEATION RATIONALE TOPOGRAPHY DRIVEN HYDROLOGY WETLAND RATING WETLAND UNIT DETERMINATION ISOLATED BY TOPOGRAPHY, DISTINCT TOPOGRAPICAL DESPRESSION HGM CLASS DEPRESSIONAL MAPPING TOOL GOOGLE WETLAND CATEGORY IV IMPROVING WATER QUALITY 3 HYDROLOGIC 3 HABITAT 6 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX A – REFERENCE SOURCES WETLAND DELINEATION USACE 1987 Wetland Delineation Manual http://el.erdc.usace.army. mil/elpubs/pdf/wlman87.p df Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, US Army Engineer Waterways Experiment Station, Vicksburg, Mississippi. Western Mountains, Valleys, and Coast Region Interim Regional Supplement http://www.usace.army.m il/CECW/Documents/cecw o/reg/west_mt_finalsupp. pdf U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and C. V. Noble. ERDC/EL TR-10-3. Vicksburg, MS: U.S. Army Engineer Research and Development Center. WETLAND CLASSIFICATION USFWS / Cowardin Classification System http://www.fws.gov/nwi/P ubs_Reports/Class_Manua l/class_titlepg.htm Cowardin, L. M., V. Carter, F. C. Golet, E. T. LaRoe. 1979. Classification of wetlands and deepwater habitats of the United States. Government Printing Office, Washington, D.C. Hydrogeomorphic Classification (HGM) System http://el.erdc.usace.army. mil/wetlands/pdfs/wrpde4 .pdf Brinson, M. M. (1993). “A hydrogeomorphic classification for wetlands,” Technical Report WRP-DE-4, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS. WETLAND RATING Washington State Wetland Rating System https://fortress.wa.gov/ec y/publications/SummaryPa ges/1406029.html Hruby. 2014 Update. Washington State wetland rating system for western Washington –Revised. Publication #14-06-029. WETLAND INDICATOR STATUS Northwest (Region 9) (Reed, 1988) and Northwest (Region 9) Supplement (Reed et al., 1993) http://www.fws.gov/nwi/b ha/list88.html Reed, P.B. Jr. 1988. National list of plant species that occur in wetlands: Washington. Biological Report NERC-88/18.47 for National Wetlands Inventory, Washington, D.C. Reed, P.B. Jr. 1993. Northwest supplement (Region 9) species with a change in indicator status or added to the Northwest 1988 list, wetland plants of the state of Washington 1988. U.S. Department of Interior Fish and Wildlife Service WELUT - 88 (26.9), Washington, D.C. SOILS DATA NRCS Soil Survey http://websoilsurvey.nrcs. usda.gov/app/WebSoilSurv ey.aspx Website GIS data based upon: McMurphy, Carl J. 1980. Soil Survey of King County, Washington. United States Department of Agriculture, Soil Conservation Service in cooperation with Washington State Department of Natural Resources. THREATENED AND ENDANGERED SPECIES Washington Natural Heritage Program http://www.dnr.wa.gov/n hp/ and http://www1.dnr.wa.gov/ nhp/refdesk/datasearch/w nhpwetlands.pdf Washington Natural Heritage Program (Data published 10/15/08). Endangered, threatened, and sensitive plants of Washington. Washington State Department of Natural Resources, Washington Natural Heritage Program, Olympia, WA Washington Priority Habitats and Species http://wdfw.wa.gov/hab/p hspage.htm Priority Habitats and Species (PHS) Program Washington Department of Fish and Wildlife (WDFW). Wetlands U.S. Fish and Wildlife Service, National Standards and Support Team, wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine January 12, 2018 0 0.5 10.25 mi 0 0.75 1.50.375 km 1:28,871 This page was produced by the NWI mapper National Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. Soil Map—Kitsap County Area, Washington (WEST HILLS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 1 of 3526570052659005266100526630052665005266700526690052671005267300526570052659005266100526630052665005266700526690052671005267300521300521500521700521900522100522300522500522700522900523100523300523500523700523900 521300 521500 521700 521900 522100 522300 522500 522700 522900 523100 523300 523500 523700 523900 47° 33' 34'' N 122° 43' 3'' W47° 33' 34'' N122° 40' 52'' W47° 32' 37'' N 122° 43' 3'' W47° 32' 37'' N 122° 40' 52'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 500 1000 2000 3000 Feet 0 150 300 600 900 Meters Map Scale: 1:12,500 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kitsap County Area, Washington Survey Area Data: Version 13, Sep 7, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 29, 2016—Sep 27, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Kitsap County Area, Washington (WEST HILLS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Alderwood gravelly sandy loam, 0 to 8 percent slopes 8.6 1.4% 2 Alderwood gravelly sandy loam, 8 to 15 percent slopes 106.1 16.8% 3 Alderwood gravelly sandy loam, 15 to 30 percent slopes 28.0 4.4% 5 Belfast loam 3.8 0.6% 10 Dystric Xerorthents, 45 to 70 percent slopes 40.8 6.4% 25 Kilchis very gravelly sandy loam, 15 to 30 percent slopes 40.1 6.3% 26 Kilchis very gravelly sandy loam, 30 to 70 percent slopes 117.6 18.6% 27 Kilchis-Shelton complex, 30 to 50 percent slopes 200.3 31.7% 32 McKenna gravelly loam 3.2 0.5% 36 Neilton gravelly loamy sand, 15 to 30 percent slopes 17.1 2.7% 37 Norma fine sandy loam 34.6 5.5% 38 Pits 32.6 5.1% Totals for Area of Interest 632.8 100.0% Soil Map—Kitsap County Area, Washington WEST HILLS Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 3 of 3 SOURCE DATASET:WASHINGTON DEPARTMENT OF FISH AND WILDLIFEPRIORITY HABITATS AND SPECIES REPORTREPORT DATE:P180408135724PHSPlusPublic04/08/2018 1.57Query ID:Priority AreaCommon NameAccuracySource EntityOccurrence TypeResolutionNotesSource DateSite NamePHS Listing StatusScientific NameSource DatasetState StatusMgmt RecommendationsMore Information (URL)Sensitive DataFederal StatusGeometry TypeSource RecordDISCLAIMER. This report includes information that the Washington Department of Fish and Wildlife (WDFW) maintains in a central computer database. It is not an attempt to provide you with an official agency responseas to the impacts of your project on fish and wildlife. This information only documents the location of fish and wildlife resources to the best of our knowledge. It is not a complete inventory and it is important to note that fishand wildlife resources may occur in areas not currently known to WDFW biologists, or in areas for which comprehensive surveys have not been conducted. Site specific surveys are frequently necesssary to rule out thepresence of priority resources. Locations of fish and wildlife resources are subject to vraition caused by disturbance, changes in season and weather, and other factors. WDFW does not recommend using reports more thansix months old.04/08/2018 1.571 WDFW Test Map Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), PHS Report Clip Area PT LN POLY AS MAPPED SECTION QTR-TWP TOWNSHIP April 8, 2018 0 0.3 0.60.15 mi 0 0.55 1.10.275 km 1:19,842 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX B WETLAND DETERMINATION DATA FORM US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 80 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. Ilex aquifolium 5 no FACU 3. Acer macrophyllum 15 no FACU Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 100 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 20 yes FAC Prevalence Index worksheet: 2. Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 20 = Total Cover FACU species x4 = Herb Stratum (Plot size: 30) UPL species x5 = 1. Polystichum munitum 95 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 95 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus ursinus 20 yes FACU Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = 20 = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills City/County: Bremerton/Kitsap Sampling Date: 1-12-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP01 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: Forested Alder dominant. Localized depression. US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP01 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-4 10YR 3/3 100 loam ˃4 2.5YR 6/4 100 loam sand 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 9 Saturation Present? (includes capillary fringe) Yes No Depth (inches): 4 Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 80 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 1 (A) 2. Acer macrophyllum 10 no FACU 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 90 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 33 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 5 no FAC Prevalence Index worksheet: 2. Holodiscus discolor 10 yes FACU Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 15 = Total Cover FACU species x4 = Herb Stratum (Plot size: 30) UPL species x5 = 1. Polystichum munitum 85 yes FACU Column Totals: (A) (B) 2. Gaultheria shallon 10 no FACU Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 95 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills City/County: Bremerton/Kitsap Sampling Date: 1-12-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP02 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP02 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-11 mix 10YR 3/3 60 pea gravel cobble silty sand 7.5YR 4/6 40 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 10 Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: W est Hills US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 90 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. 3. Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 90 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 15 yes FAC Prevalence Index worksheet: 2. Sambucus racemose 5 no FACU Total % Cover of: Multiply by: 3. Holodiscus discolor 5 no FACU OBL species x1 = 4. Gaultheria shallon 5 no FACU FACW species x2 = 5. FAC species x3 = 50% = , 20% = 30 = Total Cover FACU species x4 = Herb Stratum (Plot size: 0) UPL species x5 = 1. Polystichum munitum 20 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 20 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus ursinus 5 yes FACU Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = 5 = Total Cover % Bare Ground in Herb Stratum 70 Remarks: Project Site: West Hills W A City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP03 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly; ridges/valley Local relief (concave, convex, none): none Slope (%): 1 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP03 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-5 10YR 3/2 100 loam 5-9 mix ˃9 2.5YR 6/4 100 loam 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WA US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 20 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 3 (A) 2. 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 20 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 100 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 5 yes FAC Prevalence Index worksheet: 2. Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 5 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Carex obnupta 60 yes OBL Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 60 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 40 Remarks: Project Site: West Hills W A City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP04 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly, ridges/valley Local relief (concave, convex, none): concave Slope (%): Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: PEM Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP04 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of ind icators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-6 10YR 2/1 100 org loam 6-8 mix ˃8 2.5YR 6/2 60 7.5YR6/8 30 RM M clay loam 10YR 5/1 10 RM M clay loam 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 12 Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WA US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 35 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. Pseudotsuga menziesii 20 yes FACU 3. Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 55 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Vaccinium ovatum 30 yes UPL Prevalence Index worksheet: 2. Gaultheria shallon 15 no FAC Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 45 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Polystichum munitum 20 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 20 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus armeniacus 15 yes FAC Hydrophytic Vegetation Present? Yes No 2. Rubus ursinus 5 no FACU 50% = , 20% = 20 = Total Cover % Bare Ground in Herb Stratum Remarks: Project Site: West Hills W B City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP05 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly; ridge & valley Local relief (concave, convex, none): none Slope (%): 5 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: UPL Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP05 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-10 10YR 3/3 100 pea gravel 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WB US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 70 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 3 (A) 2. 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 70 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 100 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Spiraea douglasii 20 yes FACW Prevalence Index worksheet: 2. Rubus spectabilis 15 no FAC Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 35 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Carex obnupta 30 yes OBL Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 30 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills W B City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP06 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly, ridege & valley Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: PSS Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP06 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks inundated 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): ˃3ft Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WB BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX C WETLAND RATING FORM Wetland name or number Name of wetland (or ID #):Date of site visit:2.26.18 Rated by Trained by Ecology? Yes No Date of training 2017 HGM Class used for rating Wetland has multiple HGM classes? Yes No NOTE: Form is not complete with out the figures requested (figures can be combined ). Source of base aerial photo/map OVERALL WETLAND CATEGORY IV (based on functions or special characteristics ) 1. Category of wetland based on FUNCTIONS Category I - Total score = 23 - 27 Score for each Category II - Total score = 20 - 22 function based Category III - Total score = 16 - 19 on three X Category IV - Total score = 9 - 15 ratings (order of ratings is not important ) M L 9 = H, H, H L H 8 = H, H, M L M Total 7 = H, H, L 7 = H, M, M 6 = H, M, L 6 = M, M, M 5 = H, L, L 5 = M, M, L 4 = M, L, L 3 = L, L, L 2. Category based on SPECIAL CHARACTERISTICS of wetland X Depressional & Flats RATING SUMMARY – Western Washington List appropriate rating (H, M, L) HydrologicImproving Water Quality MSite Potential Landscape Potential Habitat L FUNCTION WEST HILLS WA RMYERS, BGE ENVIRONMENTAL GOOGLE, BING, KCGIS Coastal Lagoon Interdunal Value Score Based on Ratings 4 4 6 14 L CHARACTERISTIC Category Estuarine Wetland of High Conservation Value Bog Mature Forest Old Growth Forest None of the above Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 1 WSDOT Adapted Form - March 2, 2015 Wetland name or number Maps and Figures required to answer questions correctly for Western Washington Depressional Wetlands Map of: Figure # Cowardin plant classes 1 Hydroperiods 1 Location of outlet (can be added to map of hydroperiods )1 Boundary of area within 150 ft of the wetland (can be added to another figure )1 Map of the contributing basin 2 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website)2 Screen capture of list of TMDLs for WRIA in which unit is found (from web)2 Riverine Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Ponded depressions Boundary of area within 150 ft of the wetland (can be added to another figure ) Plant cover of trees, shrubs, and herbaceous plants Width of unit vs. width of stream (can be added to another figure ) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Lake Fringe Wetlands Map of: Figure # Cowardin plant classes Plant cover of trees, shrubs, and herbaceous plants Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Slope Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Plant cover of dense trees, shrubs, and herbaceous plants Plant cover of dense, rigid trees, shrubs, and herbaceous plants (can be added to another figure ) Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) 3 S 3.1, S 3.2 S 3.3 S 4.1 S 2.1, S 5.1 To answer questions: H 1.1, H 1.4 H 1.2 S 1.3 H 2.1, H 2.2, H 2.3 L 3.1, L 3.2 L 3.3 H 2.1, H 2.2, H 2.3 R 3.1 R 3.2, R 3.3 To answer questions: L 1.1, L 4.1, H 1.1, H 1.4 H 1.2 R 1.1 R 2.4 R 1.2, R 4.2 R 4.1 R 2.2, R 2.3, R 5.2 H 2.1, H 2.2, H 2.3 L 1.2 L 2.2 D 1.1, D 4.1 D 2.2, D 5.2 D 4.3, D 5.3 H 2.1, H 2.2, H 2.3 D 3.1, D 3.2 D 3.3 To answer questions: H 1.1, H 1.4 To answer questions: D 1.3, H 1.1, H 1.4 D 1.4, H 1.2 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 2 WSDOT Adapted Form - March 2, 2015 Wetland name or number For questions 1 -7, the criteria described must apply to the entire unit being rated. 1. Are the water levels in the entire unit usually controlled by tides except during floods? NO - go to 2 YES - the wetland class is Tidal Fringe - go to 1.1 1.1 Is the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? NO - Saltwater Tidal Fringe (Estuarine)YES - Freshwater Tidal Fringe NO - go to 3 YES - The wetland class is Flats If your wetland can be classified as a Flats wetland, use the form for Depressional wetlands. 3. Does the entire wetland unit meet all of the following criteria? NO - go to 4 YES - The wetland class is Lake Fringe (Lacustrine Fringe) 4. Does the entire wetland unit meet all of the following criteria? The wetland is on a slope (slope can be very gradual ), The water leaves the wetland without being impounded. NO - go to 5 YES - The wetland class is Slope 5. Does the entire wetland unit meet all of the following criteria? The overbank flooding occurs at least once every 2 years. NO - go to 6 YES - The wetland class is Riverine NOTE: The Riverine unit can contain depressions that are filled with water when the river is not flooding. If your wetland can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is an Estuarine wetland and is not scored. This method cannot be used to score functions for estuarine wetlands. The vegetated part of the wetland is on the shores of a body of permanent open water (without any plants on the surface at any time of the year) at least 20 ac (8 ha) in size; The water flows through the wetland in one direction (unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a swale without distinct banks. NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks (depressions are usually <3 ft diameter and less than 1 ft deep). The unit is in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river, 2. The entire wetland unit is flat and precipitation is the only source (>90%) of water to it. Groundwater and surface water runoff are NOT sources of water to the unit. HGM Classification of Wetland in Western Washington If hydrologic criteria listed in each question do not apply to the entire unit being rated, you probably have a unit with multiple HGM classes. In this case, identify which hydrologic criteria in questions 1 - 7 apply, and go to Question 8. At least 30% of the open water area is deeper than 6.6 ft (2 m). Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 3 WSDOT Adapted Form - March 2, 2015 Wetland name or number NO - go to 7 YES - The wetland class is Depressional NO - go to 8 YES - The wetland class is Depressional NOTES and FIELD OBSERVATIONS: Salt Water Tidal Fringe and any other class of freshwater wetland HGM class to use in rating Riverine Depressional Lake Fringe If you are still unable to determine which of the above criteria apply to your wetland, or if you have more than 2 HGM classes within a wetland boundary, classify the wetland as Depressional for the rating. Riverine Treat as ESTUARINE Slope + Lake Fringe Depressional + Riverine along stream within boundary of depression Depressional + Lake Fringe Riverine + Lake Fringe NOTE: Use this table only if the class that is recommended in the second column represents 10% or more of the total area of the wetland unit being rated. If the area of the HGM class listed in column 2 is less than 10% of the unit; classify the wetland using the class that represents more than 90% of the total area. HGM classes within the wetland unit being rated Slope + Riverine Slope + Depressional Depressional Depressional 7. Is the entire wetland unit located in a very flat area with no obvious depression and no overbank flooding? The unit does not pond surface water more than a few inches. The unit seems to be maintained by high groundwater in the area. The wetland may be ditched, but has no obvious natural outlet. 8. Your wetland unit seems to be difficult to classify and probably contains several different HGM classes. For example, seeps at the base of a slope may grade into a riverine floodplain, or a small stream within a Depressional wetland has a zone of flooding along its sides. GO BACK AND IDENTIFY WHICH OF THE HYDROLOGIC REGIMES DESCRIBED IN QUESTIONS 1-7 APPLY TO DIFFERENT AREAS IN THE UNIT (make a rough sketch to help you decide). Use the following table to identify the appropriate class to use for the rating system if you have several HGM classes present within the wetland unit being scored. 6. Is the entire wetland unit in a topographic depression in which water ponds, or is saturated to the surface, at some time during the year? This means that any outlet, if present, is higher than the interior of the wetland. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 4 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 1.1. Characteristics of surface water outflows from the wetland: points = 3 points = 2 points = 1 points = 1 Yes = 4 No = 0 Wetland has persistent, ungrazed, plants > 95% of area points = 5 Wetland has persistent, ungrazed, plants > ½ of area points = 3 Wetland has persistent, ungrazed plants > 1/10 of area points = 1 Wetland has persistent, ungrazed plants < 1/10 of area points = 0 D 1.4. Characteristics of seasonal ponding or inundation: This is the area that is ponded for at least 2 months. See description in manual. Area seasonally ponded is > ½ total area of wetland points = 4 Area seasonally ponded is > ¼ total area of wetland points = 2 Area seasonally ponded is < ¼ total area of wetland points = 0 Total for D 1 Add the points in the boxes above 10 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 2.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 Yes = 1 No = 0 D 2.3. Are there septic systems within 250 ft of the wetland?Yes = 1 No = 0 0 Source Yes = 1 No = 0 Total for D 2 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 or 4 = H 1 or 2 = M 0 = L Record the rating on the first page Yes = 1 No = 0 Yes = 1 No = 0 Yes = 2 No = 0 Total for D 3 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page 0 0 Water Quality Functions - Indicators that the site functions to improve water quality D 1.0. Does the site have the potential to improve water quality? 3 Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet. Wetland is a depression or flat depression (QUESTION 7 on key) with no surface water leaving it (no outlet). Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch. 4 D 2.0. Does the landscape have the potential to support the water quality function of the site? DEPRESSIONAL AND FLATS WETLANDS D 3.3. Has the site been identified in a watershed or local plan as important for maintaining water quality (answer YES if there is a TMDL for the basin in which the unit is found )? D 1.2. The soil 2 in below the surface (or duff layer) is true clay or true organic (use NRCS definitions ). D 1.3. Characteristics and distribution of persistent plants (Emergent, Scrub-shrub, and/or Forested Cowardin classes): D 2.4. Are there other sources of pollutants coming into the wetland that are not listed in questions D 2.1 - D 2.3? D 3.1. Does the wetland discharge directly (i.e., within 1 mi) to a stream, river, lake, or marine water that is on the 303(d) list? D 2.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate pollutants? D 3.2. Is the wetland in a basin or sub-basin where an aquatic resource is on the 303(d) list? D 3.0. Is the water quality improvement provided by the site valuable to society? 0 0 0 0 3 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 5 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 4.1. Characteristics of surface water outflows from the wetland: points = 4 points = 2 points = 1 points = 0 Marks of ponding are 3 ft or more above the surface or bottom of outlet points = 7 Marks of ponding between 2 ft to < 3 ft from surface or bottom of outlet points = 5 Marks are at least 0.5 ft to < 2 ft from surface or bottom of outlet points = 3 The wetland is a “headwater” wetland points = 3 Wetland is flat but has small depressions on the surface that trap water points = 1 Marks of ponding less than 0.5 ft (6 in)points = 0 The area of the basin is less than 10 times the area of the unit points = 5 The area of the basin is 10 to 100 times the area of the unit points = 3 The area of the basin is more than 100 times the area of the unit points = 0 Entire wetland is in the Flats class points = 5 Total for D 4 Add the points in the boxes above 7 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 5.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 D 5.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate excess runoff? Yes = 1 No = 0 Yes = 1 No = 0 Total for D 5 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 = H 1 or 2 = M 0 = L Record the rating on the first page points = 2 points = 1 Flooding from groundwater is an issue in the sub-basin.points = 1 points = 0 There are no problems with flooding downstream of the wetland.points = 0 Yes = 2 No = 0 Total for D 6 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page DEPRESSIONAL AND FLATS WETLANDS D 6.0. Are the hydrologic functions provided by the site valuable to society? The wetland captures surface water that would otherwise flow down-gradient into areas where flooding has damaged human or natural resources (e.g., houses or salmon redds): Flooding occurs in a sub-basin that is immediately down- gradient of unit. Surface flooding problems are in a sub-basin farther down- gradient. Hydrologic Functions - Indicators that the site functions to reduce flooding and stream degradation D 4.0. Does the site have the potential to reduce flooding and erosion? 4 Wetland is a depression or flat depression with no surface water leaving it (no outlet) Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch 3 D 5.0. Does the landscape have the potential to support hydrologic function of the site? 0 0 D 5.3. Is more than 25% of the contributing basin of the wetland covered with intensive human land uses (residential at >1 residence/ac, urban, commercial, agriculture, etc.)? The existing or potential outflow from the wetland is so constrained by human or natural conditions that the water stored by the wetland cannot reach areas that flood. Explain why 0 0 0 D 4.2. Depth of storage during wet periods: Estimate the height of ponding above the bottom of the outlet. For wetlands with no outlet, measure from the surface of permanent water or if dry, the deepest part. D 4.3. Contribution of the wetland to storage in the watershed: Estimate the ratio of the area of upstream basin contributing surface water to the wetland to the area of the wetland unit itself. D 6.1. The unit is in a landscape that has flooding problems. Choose the description that best matches conditions around the wetland unit being rated. Do not add points. Choose the highest score if more than one condition is met. D 6.2. Has the site been identified as important for flood storage or flood conveyance in a regional flood control plan? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 6 WSDOT Adapted Form - March 2, 2015 Wetland name or number HABITAT FUNCTIONS - Indicators that site functions to provide important habitat H 1.0. Does the site have the potential to provide habitat? Aquatic bed 4 structures or more: points = 4 Emergent 3 structures: points = 2 Scrub-shrub (areas where shrubs have > 30% cover)2 structures: points - 1 Forested (areas where trees have > 30% cover)1 structure: points = 0 If the unit has a Forested class, check if : H 1.2. Hydroperiods Permanently flooded or inundated 4 or more types present: points = 3 Seasonally flooded or inundated 3 types present: points = 2 Occasionally flooded or inundated 2 types present: points = 1 Saturated only 1 types present: points = 0 Permanently flowing stream or river in, or adjacent to, the wetland Seasonally flowing stream in, or adjacent to, the wetland Lake Fringe wetland 2 points Freshwater tidal wetland 2 points H 1.3. Richness of plant species If you counted:> 19 species points = 2 5 - 19 species points = 1 < 5 species points = 0 H 1.4. Interspersion of habitats These questions apply to wetlands of all HGM classes. The Forested class has 3 out of 5 strata (canopy, sub-canopy, shrubs, herbaceous, moss/ground-cover) that each cover 20% within the Forested polygon 0 H 1.1. Structure of plant community: Indicators are Cowardin classes and strata within the Forested class. Check the Cowardin plant classes in the wetland. Up to 10 patches may be combined for each class to meet the threshold of ¼ ac or more than 10% of the unit if it is smaller than 2.5 ac. Add the number of structures checked. None = 0 points Low = 1 point Moderate = 2 points All three diagrams in this row are HIGH = 3 points 0 Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or ¼ ac to count (see text for descriptions of hydroperiods ). 0 Count the number of plant species in the wetland that cover at least 10 ft2.Different patches of the same species can be combined to meet the size threshold and you do not have to name the species. Do not include Eurasian milfoil, reed canarygrass, purple loosestrife, Canadian thistle 0 Decide from the diagrams below whether interspersion among Cowardin plants classes (described in H 1.1), or the classes and unvegetated areas (can include open water or mudflats) is high, moderate, low, or none. If you have four or more plant classes or three classes and open water, the rating is always high. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 7 WSDOT Adapted Form - March 2, 2015 Wetland name or number H 1.5. Special habitat features: Large, downed, woody debris within the wetland (> 4 in diameter and 6 ft long) Standing snags (dbh > 4 in) within the wetland Total for H 1 Add the points in the boxes above 1 Rating of Site Potential If Score is: 15 - 18 = H 7 - 14 = M 0 - 6 = L Record the rating on the first page H 2.0. Does the landscape have the potential to support the habitat function of the site? H 2.1 Accessible habitat (include only habitat that directly abuts wetland unit ). Calculate: 20 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 25% If total accessible habitat is: > 1/3 (33.3%) of 1 km Polygon points = 3 20 - 33% of 1 km Polygon points = 2 10 - 19% of 1 km Polygon points = 1 < 10 % of 1 km Polygon points = 0 H 2.2. Undisturbed habitat in 1 km Polygon around the wetland. Calculate: 50 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 55% Undisturbed habitat > 50% of Polygon points = 3 Undisturbed habitat 10 - 50% and in 1-3 patches points = 2 Undisturbed habitat 10 - 50% and > 3 patches points = 1 Undisturbed habitat < 10% of 1 km Polygon points = 0 H 2.3 Land use intensity in 1 km Polygon: If > 50% of 1 km Polygon is high intensity land use points = (-2) ≤ 50% of 1km Polygon is high intensity points = 0 Total for H 2 Add the points in the boxes above 5 Rating of Landscape Potential If Score is: 4 - 6 = H 1 - 3 = M < 1 = L Record the rating on the first page Site meets ANY of the following criteria:points = 2 It has 3 or more priority habitats within 100 m (see next page) It is mapped as a location for an individual WDFW priority species Site has 1 or 2 priority habitats (listed on next page) with in 100m points = 1 Site does not meet any of the criteria above points = 0 Rating of Value If Score is: 2 = H 1 = M 0 = L Record the rating on the first page 2 3 0 H 3.0. Is the habitat provided by the site valuable to society? H 3.1. Does the site provide habitat for species valued in laws, regulations, or policies? Choose only the highest score that applies to the wetland being rated . It provides habitat for Threatened or Endangered species (any plant or animal on the state or federal lists) It is a Wetland of High Conservation Value as determined by the Department of Natural Resources 1 Invasive plants cover less than 25% of the wetland area in every stratum of plants (see H 1.1 for list of strata ) Undercut banks are present for at least 6.6 ft (2 m) and/or overhanging plants extends at least 3.3 ft (1 m) over a stream (or ditch) in, or contiguous with the wetland, for at least 33 ft (10 m) Stable steep banks of fine material that might be used by beaver or muskrat for denning (> 30 degree slope) OR signs of recent beaver activity are present (cut shrubs or trees that have not yet weathered where wood is exposed ) At least ¼ ac of thin-stemmed persistent plants or woody branches are present in areas that are permanently or seasonally inundated (structures for egg-laying by amphibians ) 1 Check the habitat features that are present in the wetland. The number of checks is the number of points. It has been categorized as an important habitat site in a local or regional comprehensive plan, in a Shoreline Master Plan, or in a watershed plan Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 8 WSDOT Adapted Form - March 2, 2015 Wetland name or number Aspen Stands: Pure or mixed stands of aspen greater than 1 ac (0.4 ha). Herbaceous Balds: Variable size patches of grass and forbs on shallow soils over bedrock. Cliffs: Greater than 25 ft (7.6 m) high and occurring below 5000 ft elevation. http://wdfw.wa.gov/publications/00165/wdfw00165.pdf or access the list from here: http://wdfw.wa.gov/conservation/phs/list/ Caves: A naturally occurring cavity, recess, void, or system of interconnected passages under the earth in soils, rock, ice, or other geological formations and is large enough to contain a human. Note: All vegetated wetlands are by definition a priority habitat but are not included in this list because they are addressed elsewhere. WDFW Priority Habitats Count how many of the following priority habitats are within 330 ft (100 m) of the wetland unit: NOTE : This question is independent of the land use between the wetland unit and the priority habitat. Biodiversity Areas and Corridors: Areas of habitat that are relatively important to various species of native fish and wildlife (full descriptions in WDFW PHS report ). Old-growth/Mature forests: Old-growth west of Cascade crest – Stands of at least 2 tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) > 32 in (81 cm) dbh or > 200 years of age. Mature forests – Stands with average diameters exceeding 21 in (53 cm) dbh; crown cover may be less than 100%; decay, decadence, numbers of snags, and quantity of large downed material is generally less than that found in old-growth; 80-200 years old west of the Cascade crest. Priority habitats listed by WDFW (see complete descriptions of WDFW priority habitats, and the counties in which they can be found, in: Washington Department of Fish and Wildlife. 2008. Priority Habitat and Species List. Olympia, Washington. 177 pp. Oregon White Oak: Woodland stands of pure oak or oak/conifer associations where canopy coverage of the oak component is important (full descriptions in WDFW PHS report p. 158 – see web link above ). Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. Westside Prairies: Herbaceous, non-forested plant communities that can either take the form of a dry prairie or a wet prairie (full descriptions in WDFW PHS report p. 161 – see web link above ). Instream: The combination of physical, biological, and chemical processes and conditions that interact to provide functional life history requirements for instream fish and wildlife resources. Nearshore: Relatively undisturbed nearshore habitats. These include Coastal Nearshore, Open Coast Nearshore, and Puget Sound Nearshore. (full descriptions of habitats and the definition of relatively undisturbed are in WDFW report – see web link on previous page ). Snags and Logs: Trees are considered snags if they are dead or dying and exhibit sufficient decay characteristics to enable cavity excavation/use by wildlife. Priority snags have a diameter at breast height of > 20 in (51 cm) in western Washington and are > 6.5 ft (2 m) in height. Priority logs are > 12 in (30 cm) in diameter at the largest end, and > 20 ft (6 m) long. Talus: Homogenous areas of rock rubble ranging in average size 0.5 - 6.5 ft (0.15 - 2.0 m), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 9 WSDOT Adapted Form - March 2, 2015 Wetland name or number Wetland Type Category Check off any criteria that apply to the wetland. List the category when the appropriate criteria are met. SC 1.0. Estuarine Wetlands Does the wetland meet the following criteria for Estuarine wetlands? The dominant water regime is tidal, Vegetated, and With a salinity greater than 0.5 ppt Yes - Go to SC 1.1 No = Not an estuarine wetland SC 1.1. Yes = Category I No - Go to SC 1.2 SC 1.2.Is the wetland unit at least 1 ac in size and meets at least two of the following three conditions? Yes = Category I No = Category II SC 2.0. Wetlands of High Conservation Value (WHCV) SC 2.1. Yes - Go to SC 2.2 No - Go to SC 2.3 SC 2.2.Is the wetland listed on the WDNR database as a Wetland of High Conservation Value? Yes = Category I No = Not WHCV SC 2.3.Is the wetland in a Section/Township/Range that contains a Natural Heritage wetland? http://www1.dnr.wa.gov/nhp/refdesk/datasearch/wnhpwetlands.pdf Yes - Contact WNHP/WDNR and to SC 2.4 No = Not WHCV SC 2.4. Yes = Category I No = Not WHCV SC 3.0. Bogs SC 3.1. Yes - Go to SC 3.3 No - Go to SC 3.2 SC 3.2. Yes - Go to SC 3.3 No = Is not a bog SC 3.3. Yes = Is a Category I bog No - Go to SC 3.4 SC 3.4. Yes = Is a Category I bog No = Is not a bog Has WDNR identified the wetland within the S/T/R as a Wetland of High Conservation Value and listed it on their website? Has the WA Department of Natural Resources updated their website to include the list of Wetlands of High Conservation Value? Does the wetland (or any part of the unit) meet both the criteria for soils and vegetation in bogs? Use the key below. If you answer YES you will still need to rate the wetland based on its functions . Does an area within the wetland unit have organic soil horizons, either peats or mucks, that compose 16 in or more of the first 32 in of the soil profile? Does an area within the wetland unit have organic soils, either peats or mucks, that are less than 16 in deep over bedrock, or an impermeable hardpan such as clay or volcanic ash, or that are floating on top of a lake or pond? Does an area with peats or mucks have more than 70% cover of mosses at ground level, AND at least a 30% cover of plant species listed in Table 4? NOTE: If you are uncertain about the extent of mosses in the understory, you may substitute that criterion by measuring the pH of the water that seeps into a hole dug at least 16 in deep. If the pH is less than 5.0 and the plant species in Table 4 are present, the wetland is a bog. Is an area with peats or mucks forested (> 30% cover) with Sitka spruce, subalpine fir, western red cedar, western hemlock, lodgepole pine, quaking aspen, Engelmann spruce, or western white pine, AND any of the species (or combination of species) listed in Table 4 provide more than 30% of the cover under the canopy? CATEGORIZATION BASED ON SPECIAL CHARACTERISTICS Is the wetland within a National Wildlife Refuge, National Park, National Estuary Reserve, Natural Area Preserve, State Park or Educational, Environmental, or Scientific Reserve designated under WAC 332-30-151? The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing, and has less than 10% cover of non-native plant species. (If non-native species are Spartina , see page 25) At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. The wetland has at least two of the following features: tidal channels, depressions with open water, or contiguous freshwater wetlands. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 10 WSDOT Adapted Form - March 2, 2015 Wetland name or number SC 4.0. Forested Wetlands Yes = Category I No = Not a forested wetland for this section SC 5.0. Wetlands in Coastal Lagoons Does the wetland meet all of the following criteria of a wetland in a coastal lagoon? Yes - Go to SC 5.1 No = Not a wetland in a coastal lagoon SC 5.1. Does the wetland meet all of the following three conditions? The wetland is larger than 1/10 ac (4350 ft2) Yes = Category I No = Category II SC 6.0. Interdunal Wetlands In practical terms that means the following geographic areas: Long Beach Peninsula: Lands west of SR 103 Grayland-Westport: Lands west of SR 105 Ocean Shores-Copalis: Lands west of SR 115 and SR 109 Yes - Go to SC 6.1 No = Not an interdunal wetland for rating SC 6.1. Yes = Category I No - Go to SC 6.2 SC 6.2.Is the wetland 1 ac or larger, or is it in a mosaic of wetlands that is 1 ac or larger? Yes = Category II No - Go to SC 6.3 SC 6.3. Yes = Category III No = Category IV Category of wetland based on Special Characteristics If you answered No for all types, enter “Not Applicable” on Summary Form The wetland lies in a depression adjacent to marine waters that is wholly or partially separated from marine waters by sandbanks, gravel banks, shingle, or, less frequently, rocks The lagoon in which the wetland is located contains ponded water that is saline or brackish (> 0.5 ppt) during most of the year in at least a portion of the lagoon (needs to be measured near the bottom ) Does the wetland have at least 1 contiguous acre of forest that meets one of these criteria for the WA Department of Fish and Wildlife’s forests as priority habitats? If you answer YES you will still need to rate the wetland based on its functions. Old-growth forests (west of Cascade crest): Stands of at least two tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) that are at least 200 years of age OR have a diameter at breast height (dbh) of 32 in (81 cm) or more. Mature forests (west of the Cascade Crest): Stands where the largest trees are 80- 200 years old OR the species that make up the canopy have an average diameter (dbh) exceeding 21 in (53 cm). The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing), and has less than 20% cover of aggressive, opportunistic plant species (see list of species on p. 100). At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. Is the wetland west of the 1889 line (also called the Western Boundary of Upland Ownership or WBUO)? If you answer yes you will still need to rate the wetland based on its habitat functions. Is the wetland 1 ac or larger and scores an 8 or 9 for the habitat functions on the form (rates H,H,H or H,H,M for the three aspects of function)? Is the unit between 0.1 and 1 ac, or is it in a mosaic of wetlands that is between 0.1 and 1 ac? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 11 WSDOT Adapted Form - March 2, 2015 Wetland name or number Name of wetland (or ID #):Date of site visit:1.30.18 Rated by Trained by Ecology? Yes No Date of training 2017 HGM Class used for rating Wetland has multiple HGM classes? Yes No NOTE: Form is not complete with out the figures requested (figures can be combined ). Source of base aerial photo/map OVERALL WETLAND CATEGORY IV (based on functions or special characteristics ) 1. Category of wetland based on FUNCTIONS Category I - Total score = 23 - 27 Score for each Category II - Total score = 20 - 22 function based Category III - Total score = 16 - 19 on three X Category IV - Total score = 9 - 15 ratings (order of ratings is not important ) L L 9 = H, H, H L H 8 = H, H, M L M Total 7 = H, H, L 7 = H, M, M 6 = H, M, L 6 = M, M, M 5 = H, L, L 5 = M, M, L 4 = M, L, L 3 = L, L, L 2. Category based on SPECIAL CHARACTERISTICS of wetland X Depressional & Flats RATING SUMMARY – Western Washington List appropriate rating (H, M, L) HydrologicImproving Water Quality LSite Potential Landscape Potential Habitat L FUNCTION WEST HILLS WB RMYERS, BGE ENVIRONMENTAL GOOGLE, BING, KCGIS Coastal Lagoon Interdunal Value Score Based on Ratings 3 3 6 12 L CHARACTERISTIC Category Estuarine Wetland of High Conservation Value Bog Mature Forest Old Growth Forest None of the above Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 1 WSDOT Adapted Form - March 2, 2015 Wetland name or number Maps and Figures required to answer questions correctly for Western Washington Depressional Wetlands Map of: Figure # Cowardin plant classes 4 Hydroperiods 4 Location of outlet (can be added to map of hydroperiods )4 Boundary of area within 150 ft of the wetland (can be added to another figure )4 Map of the contributing basin 5 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website)5 Screen capture of list of TMDLs for WRIA in which unit is found (from web)5 Riverine Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Ponded depressions Boundary of area within 150 ft of the wetland (can be added to another figure ) Plant cover of trees, shrubs, and herbaceous plants Width of unit vs. width of stream (can be added to another figure ) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Lake Fringe Wetlands Map of: Figure # Cowardin plant classes Plant cover of trees, shrubs, and herbaceous plants Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Slope Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Plant cover of dense trees, shrubs, and herbaceous plants Plant cover of dense, rigid trees, shrubs, and herbaceous plants (can be added to another figure ) Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) 6 S 3.1, S 3.2 S 3.3 S 4.1 S 2.1, S 5.1 To answer questions: H 1.1, H 1.4 H 1.2 S 1.3 H 2.1, H 2.2, H 2.3 L 3.1, L 3.2 L 3.3 H 2.1, H 2.2, H 2.3 R 3.1 R 3.2, R 3.3 To answer questions: L 1.1, L 4.1, H 1.1, H 1.4 H 1.2 R 1.1 R 2.4 R 1.2, R 4.2 R 4.1 R 2.2, R 2.3, R 5.2 H 2.1, H 2.2, H 2.3 L 1.2 L 2.2 D 1.1, D 4.1 D 2.2, D 5.2 D 4.3, D 5.3 H 2.1, H 2.2, H 2.3 D 3.1, D 3.2 D 3.3 To answer questions: H 1.1, H 1.4 To answer questions: D 1.3, H 1.1, H 1.4 D 1.4, H 1.2 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 2 WSDOT Adapted Form - March 2, 2015 Wetland name or number For questions 1 -7, the criteria described must apply to the entire unit being rated. 1. Are the water levels in the entire unit usually controlled by tides except during floods? NO - go to 2 YES - the wetland class is Tidal Fringe - go to 1.1 1.1 Is the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? NO - Saltwater Tidal Fringe (Estuarine)YES - Freshwater Tidal Fringe NO - go to 3 YES - The wetland class is Flats If your wetland can be classified as a Flats wetland, use the form for Depressional wetlands. 3. Does the entire wetland unit meet all of the following criteria? NO - go to 4 YES - The wetland class is Lake Fringe (Lacustrine Fringe) 4. Does the entire wetland unit meet all of the following criteria? The wetland is on a slope (slope can be very gradual ), The water leaves the wetland without being impounded. NO - go to 5 YES - The wetland class is Slope 5. Does the entire wetland unit meet all of the following criteria? The overbank flooding occurs at least once every 2 years. NO - go to 6 YES - The wetland class is Riverine NOTE: The Riverine unit can contain depressions that are filled with water when the river is not flooding. If your wetland can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is an Estuarine wetland and is not scored. This method cannot be used to score functions for estuarine wetlands. The vegetated part of the wetland is on the shores of a body of permanent open water (without any plants on the surface at any time of the year) at least 20 ac (8 ha) in size; The water flows through the wetland in one direction (unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a swale without distinct banks. NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks (depressions are usually <3 ft diameter and less than 1 ft deep). The unit is in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river, 2. The entire wetland unit is flat and precipitation is the only source (>90%) of water to it. Groundwater and surface water runoff are NOT sources of water to the unit. HGM Classification of Wetland in Western Washington If hydrologic criteria listed in each question do not apply to the entire unit being rated, you probably have a unit with multiple HGM classes. In this case, identify which hydrologic criteria in questions 1 - 7 apply, and go to Question 8. At least 30% of the open water area is deeper than 6.6 ft (2 m). Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 3 WSDOT Adapted Form - March 2, 2015 Wetland name or number NO - go to 7 YES - The wetland class is Depressional NO - go to 8 YES - The wetland class is Depressional NOTES and FIELD OBSERVATIONS: Salt Water Tidal Fringe and any other class of freshwater wetland HGM class to use in rating Riverine Depressional Lake Fringe If you are still unable to determine which of the above criteria apply to your wetland, or if you have more than 2 HGM classes within a wetland boundary, classify the wetland as Depressional for the rating. Riverine Treat as ESTUARINE Slope + Lake Fringe Depressional + Riverine along stream within boundary of depression Depressional + Lake Fringe Riverine + Lake Fringe NOTE: Use this table only if the class that is recommended in the second column represents 10% or more of the total area of the wetland unit being rated. If the area of the HGM class listed in column 2 is less than 10% of the unit; classify the wetland using the class that represents more than 90% of the total area. HGM classes within the wetland unit being rated Slope + Riverine Slope + Depressional Depressional Depressional 7. Is the entire wetland unit located in a very flat area with no obvious depression and no overbank flooding? The unit does not pond surface water more than a few inches. The unit seems to be maintained by high groundwater in the area. The wetland may be ditched, but has no obvious natural outlet. 8. Your wetland unit seems to be difficult to classify and probably contains several different HGM classes. For example, seeps at the base of a slope may grade into a riverine floodplain, or a small stream within a Depressional wetland has a zone of flooding along its sides. GO BACK AND IDENTIFY WHICH OF THE HYDROLOGIC REGIMES DESCRIBED IN QUESTIONS 1-7 APPLY TO DIFFERENT AREAS IN THE UNIT (make a rough sketch to help you decide). Use the following table to identify the appropriate class to use for the rating system if you have several HGM classes present within the wetland unit being scored. 6. Is the entire wetland unit in a topographic depression in which water ponds, or is saturated to the surface, at some time during the year? This means that any outlet, if present, is higher than the interior of the wetland. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 4 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 1.1. Characteristics of surface water outflows from the wetland: points = 3 points = 2 points = 1 points = 1 Yes = 4 No = 0 Wetland has persistent, ungrazed, plants > 95% of area points = 5 Wetland has persistent, ungrazed, plants > ½ of area points = 3 Wetland has persistent, ungrazed plants > 1/10 of area points = 1 Wetland has persistent, ungrazed plants < 1/10 of area points = 0 D 1.4. Characteristics of seasonal ponding or inundation: This is the area that is ponded for at least 2 months. See description in manual. Area seasonally ponded is > ½ total area of wetland points = 4 Area seasonally ponded is > ¼ total area of wetland points = 2 Area seasonally ponded is < ¼ total area of wetland points = 0 Total for D 1 Add the points in the boxes above 8 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 2.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 Yes = 1 No = 0 D 2.3. Are there septic systems within 250 ft of the wetland?Yes = 1 No = 0 0 Source Yes = 1 No = 0 Total for D 2 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 or 4 = H 1 or 2 = M 0 = L Record the rating on the first page Yes = 1 No = 0 Yes = 1 No = 0 Yes = 2 No = 0 Total for D 3 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page 0 0 Water Quality Functions - Indicators that the site functions to improve water quality D 1.0. Does the site have the potential to improve water quality? 3 Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet. Wetland is a depression or flat depression (QUESTION 7 on key) with no surface water leaving it (no outlet). Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch. 4 D 2.0. Does the landscape have the potential to support the water quality function of the site? DEPRESSIONAL AND FLATS WETLANDS D 3.3. Has the site been identified in a watershed or local plan as important for maintaining water quality (answer YES if there is a TMDL for the basin in which the unit is found )? D 1.2. The soil 2 in below the surface (or duff layer) is true clay or true organic (use NRCS definitions ). D 1.3. Characteristics and distribution of persistent plants (Emergent, Scrub-shrub, and/or Forested Cowardin classes): D 2.4. Are there other sources of pollutants coming into the wetland that are not listed in questions D 2.1 - D 2.3? D 3.1. Does the wetland discharge directly (i.e., within 1 mi) to a stream, river, lake, or marine water that is on the 303(d) list? D 2.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate pollutants? D 3.2. Is the wetland in a basin or sub-basin where an aquatic resource is on the 303(d) list? D 3.0. Is the water quality improvement provided by the site valuable to society? 0 0 0 0 1 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 5 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 4.1. Characteristics of surface water outflows from the wetland: points = 4 points = 2 points = 1 points = 0 Marks of ponding are 3 ft or more above the surface or bottom of outlet points = 7 Marks of ponding between 2 ft to < 3 ft from surface or bottom of outlet points = 5 Marks are at least 0.5 ft to < 2 ft from surface or bottom of outlet points = 3 The wetland is a “headwater” wetland points = 3 Wetland is flat but has small depressions on the surface that trap water points = 1 Marks of ponding less than 0.5 ft (6 in)points = 0 The area of the basin is less than 10 times the area of the unit points = 5 The area of the basin is 10 to 100 times the area of the unit points = 3 The area of the basin is more than 100 times the area of the unit points = 0 Entire wetland is in the Flats class points = 5 Total for D 4 Add the points in the boxes above 7 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 5.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 D 5.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate excess runoff? Yes = 1 No = 0 Yes = 1 No = 0 Total for D 5 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 = H 1 or 2 = M 0 = L Record the rating on the first page points = 2 points = 1 Flooding from groundwater is an issue in the sub-basin.points = 1 points = 0 There are no problems with flooding downstream of the wetland.points = 0 Yes = 2 No = 0 Total for D 6 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page DEPRESSIONAL AND FLATS WETLANDS D 6.0. Are the hydrologic functions provided by the site valuable to society? The wetland captures surface water that would otherwise flow down-gradient into areas where flooding has damaged human or natural resources (e.g., houses or salmon redds): Flooding occurs in a sub-basin that is immediately down- gradient of unit. Surface flooding problems are in a sub-basin farther down- gradient. Hydrologic Functions - Indicators that the site functions to reduce flooding and stream degradation D 4.0. Does the site have the potential to reduce flooding and erosion? 4 Wetland is a depression or flat depression with no surface water leaving it (no outlet) Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch 0 D 5.0. Does the landscape have the potential to support hydrologic function of the site? 0 0 D 5.3. Is more than 25% of the contributing basin of the wetland covered with intensive human land uses (residential at >1 residence/ac, urban, commercial, agriculture, etc.)? The existing or potential outflow from the wetland is so constrained by human or natural conditions that the water stored by the wetland cannot reach areas that flood. Explain why 0 0 3 D 4.2. Depth of storage during wet periods: Estimate the height of ponding above the bottom of the outlet. For wetlands with no outlet, measure from the surface of permanent water or if dry, the deepest part. D 4.3. Contribution of the wetland to storage in the watershed: Estimate the ratio of the area of upstream basin contributing surface water to the wetland to the area of the wetland unit itself. D 6.1. The unit is in a landscape that has flooding problems. Choose the description that best matches conditions around the wetland unit being rated. Do not add points. Choose the highest score if more than one condition is met. D 6.2. Has the site been identified as important for flood storage or flood conveyance in a regional flood control plan? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 6 WSDOT Adapted Form - March 2, 2015 Wetland name or number HABITAT FUNCTIONS - Indicators that site functions to provide important habitat H 1.0. Does the site have the potential to provide habitat? Aquatic bed 4 structures or more: points = 4 Emergent 3 structures: points = 2 Scrub-shrub (areas where shrubs have > 30% cover)2 structures: points - 1 Forested (areas where trees have > 30% cover)1 structure: points = 0 If the unit has a Forested class, check if : H 1.2. Hydroperiods Permanently flooded or inundated 4 or more types present: points = 3 Seasonally flooded or inundated 3 types present: points = 2 Occasionally flooded or inundated 2 types present: points = 1 Saturated only 1 types present: points = 0 Permanently flowing stream or river in, or adjacent to, the wetland Seasonally flowing stream in, or adjacent to, the wetland Lake Fringe wetland 2 points Freshwater tidal wetland 2 points H 1.3. Richness of plant species If you counted:> 19 species points = 2 5 - 19 species points = 1 < 5 species points = 0 H 1.4. Interspersion of habitats These questions apply to wetlands of all HGM classes. The Forested class has 3 out of 5 strata (canopy, sub-canopy, shrubs, herbaceous, moss/ground-cover) that each cover 20% within the Forested polygon 1 H 1.1. Structure of plant community: Indicators are Cowardin classes and strata within the Forested class. Check the Cowardin plant classes in the wetland. Up to 10 patches may be combined for each class to meet the threshold of ¼ ac or more than 10% of the unit if it is smaller than 2.5 ac. Add the number of structures checked. None = 0 points Low = 1 point Moderate = 2 points All three diagrams in this row are HIGH = 3 points 1 Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or ¼ ac to count (see text for descriptions of hydroperiods ). 0 Count the number of plant species in the wetland that cover at least 10 ft2.Different patches of the same species can be combined to meet the size threshold and you do not have to name the species. Do not include Eurasian milfoil, reed canarygrass, purple loosestrife, Canadian thistle 1 Decide from the diagrams below whether interspersion among Cowardin plants classes (described in H 1.1), or the classes and unvegetated areas (can include open water or mudflats) is high, moderate, low, or none. If you have four or more plant classes or three classes and open water, the rating is always high. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 7 WSDOT Adapted Form - March 2, 2015 Wetland name or number H 1.5. Special habitat features: Large, downed, woody debris within the wetland (> 4 in diameter and 6 ft long) Standing snags (dbh > 4 in) within the wetland Total for H 1 Add the points in the boxes above 5 Rating of Site Potential If Score is: 15 - 18 = H 7 - 14 = M 0 - 6 = L Record the rating on the first page H 2.0. Does the landscape have the potential to support the habitat function of the site? H 2.1 Accessible habitat (include only habitat that directly abuts wetland unit ). Calculate: 50 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 55% If total accessible habitat is: > 1/3 (33.3%) of 1 km Polygon points = 3 20 - 33% of 1 km Polygon points = 2 10 - 19% of 1 km Polygon points = 1 < 10 % of 1 km Polygon points = 0 H 2.2. Undisturbed habitat in 1 km Polygon around the wetland. Calculate: 70 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 75% Undisturbed habitat > 50% of Polygon points = 3 Undisturbed habitat 10 - 50% and in 1-3 patches points = 2 Undisturbed habitat 10 - 50% and > 3 patches points = 1 Undisturbed habitat < 10% of 1 km Polygon points = 0 H 2.3 Land use intensity in 1 km Polygon: If > 50% of 1 km Polygon is high intensity land use points = (-2) ≤ 50% of 1km Polygon is high intensity points = 0 Total for H 2 Add the points in the boxes above 6 Rating of Landscape Potential If Score is: 4 - 6 = H 1 - 3 = M < 1 = L Record the rating on the first page Site meets ANY of the following criteria:points = 2 It has 3 or more priority habitats within 100 m (see next page) It is mapped as a location for an individual WDFW priority species Site has 1 or 2 priority habitats (listed on next page) with in 100m points = 1 Site does not meet any of the criteria above points = 0 Rating of Value If Score is: 2 = H 1 = M 0 = L Record the rating on the first page 3 3 0 H 3.0. Is the habitat provided by the site valuable to society? H 3.1. Does the site provide habitat for species valued in laws, regulations, or policies? Choose only the highest score that applies to the wetland being rated . It provides habitat for Threatened or Endangered species (any plant or animal on the state or federal lists) It is a Wetland of High Conservation Value as determined by the Department of Natural Resources 1 Invasive plants cover less than 25% of the wetland area in every stratum of plants (see H 1.1 for list of strata ) Undercut banks are present for at least 6.6 ft (2 m) and/or overhanging plants extends at least 3.3 ft (1 m) over a stream (or ditch) in, or contiguous with the wetland, for at least 33 ft (10 m) Stable steep banks of fine material that might be used by beaver or muskrat for denning (> 30 degree slope) OR signs of recent beaver activity are present (cut shrubs or trees that have not yet weathered where wood is exposed ) At least ¼ ac of thin-stemmed persistent plants or woody branches are present in areas that are permanently or seasonally inundated (structures for egg-laying by amphibians ) 2 Check the habitat features that are present in the wetland. The number of checks is the number of points. It has been categorized as an important habitat site in a local or regional comprehensive plan, in a Shoreline Master Plan, or in a watershed plan Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 8 WSDOT Adapted Form - March 2, 2015 Wetland name or number Aspen Stands: Pure or mixed stands of aspen greater than 1 ac (0.4 ha). Herbaceous Balds: Variable size patches of grass and forbs on shallow soils over bedrock. Cliffs: Greater than 25 ft (7.6 m) high and occurring below 5000 ft elevation. http://wdfw.wa.gov/publications/00165/wdfw00165.pdf or access the list from here: http://wdfw.wa.gov/conservation/phs/list/ Caves: A naturally occurring cavity, recess, void, or system of interconnected passages under the earth in soils, rock, ice, or other geological formations and is large enough to contain a human. Note: All vegetated wetlands are by definition a priority habitat but are not included in this list because they are addressed elsewhere. WDFW Priority Habitats Count how many of the following priority habitats are within 330 ft (100 m) of the wetland unit: NOTE : This question is independent of the land use between the wetland unit and the priority habitat. Biodiversity Areas and Corridors: Areas of habitat that are relatively important to various species of native fish and wildlife (full descriptions in WDFW PHS report ). Old-growth/Mature forests: Old-growth west of Cascade crest – Stands of at least 2 tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) > 32 in (81 cm) dbh or > 200 years of age. Mature forests – Stands with average diameters exceeding 21 in (53 cm) dbh; crown cover may be less than 100%; decay, decadence, numbers of snags, and quantity of large downed material is generally less than that found in old-growth; 80-200 years old west of the Cascade crest. Priority habitats listed by WDFW (see complete descriptions of WDFW priority habitats, and the counties in which they can be found, in: Washington Department of Fish and Wildlife. 2008. Priority Habitat and Species List. Olympia, Washington. 177 pp. Oregon White Oak: Woodland stands of pure oak or oak/conifer associations where canopy coverage of the oak component is important (full descriptions in WDFW PHS report p. 158 – see web link above ). Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. Westside Prairies: Herbaceous, non-forested plant communities that can either take the form of a dry prairie or a wet prairie (full descriptions in WDFW PHS report p. 161 – see web link above ). Instream: The combination of physical, biological, and chemical processes and conditions that interact to provide functional life history requirements for instream fish and wildlife resources. Nearshore: Relatively undisturbed nearshore habitats. These include Coastal Nearshore, Open Coast Nearshore, and Puget Sound Nearshore. (full descriptions of habitats and the definition of relatively undisturbed are in WDFW report – see web link on previous page ). Snags and Logs: Trees are considered snags if they are dead or dying and exhibit sufficient decay characteristics to enable cavity excavation/use by wildlife. Priority snags have a diameter at breast height of > 20 in (51 cm) in western Washington and are > 6.5 ft (2 m) in height. Priority logs are > 12 in (30 cm) in diameter at the largest end, and > 20 ft (6 m) long. Talus: Homogenous areas of rock rubble ranging in average size 0.5 - 6.5 ft (0.15 - 2.0 m), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 9 WSDOT Adapted Form - March 2, 2015 Wetland name or number Wetland Type Category Check off any criteria that apply to the wetland. List the category when the appropriate criteria are met. SC 1.0. Estuarine Wetlands Does the wetland meet the following criteria for Estuarine wetlands? The dominant water regime is tidal, Vegetated, and With a salinity greater than 0.5 ppt Yes - Go to SC 1.1 No = Not an estuarine wetland SC 1.1. Yes = Category I No - Go to SC 1.2 SC 1.2.Is the wetland unit at least 1 ac in size and meets at least two of the following three conditions? Yes = Category I No = Category II SC 2.0. Wetlands of High Conservation Value (WHCV) SC 2.1. Yes - Go to SC 2.2 No - Go to SC 2.3 SC 2.2.Is the wetland listed on the WDNR database as a Wetland of High Conservation Value? Yes = Category I No = Not WHCV SC 2.3.Is the wetland in a Section/Township/Range that contains a Natural Heritage wetland? http://www1.dnr.wa.gov/nhp/refdesk/datasearch/wnhpwetlands.pdf Yes - Contact WNHP/WDNR and to SC 2.4 No = Not WHCV SC 2.4. Yes = Category I No = Not WHCV SC 3.0. Bogs SC 3.1. Yes - Go to SC 3.3 No - Go to SC 3.2 SC 3.2. Yes - Go to SC 3.3 No = Is not a bog SC 3.3. Yes = Is a Category I bog No - Go to SC 3.4 SC 3.4. Yes = Is a Category I bog No = Is not a bog Has WDNR identified the wetland within the S/T/R as a Wetland of High Conservation Value and listed it on their website? Has the WA Department of Natural Resources updated their website to include the list of Wetlands of High Conservation Value? Does the wetland (or any part of the unit) meet both the criteria for soils and vegetation in bogs? Use the key below. If you answer YES you will still need to rate the wetland based on its functions . Does an area within the wetland unit have organic soil horizons, either peats or mucks, that compose 16 in or more of the first 32 in of the soil profile? Does an area within the wetland unit have organic soils, either peats or mucks, that are less than 16 in deep over bedrock, or an impermeable hardpan such as clay or volcanic ash, or that are floating on top of a lake or pond? Does an area with peats or mucks have more than 70% cover of mosses at ground level, AND at least a 30% cover of plant species listed in Table 4? NOTE: If you are uncertain about the extent of mosses in the understory, you may substitute that criterion by measuring the pH of the water that seeps into a hole dug at least 16 in deep. If the pH is less than 5.0 and the plant species in Table 4 are present, the wetland is a bog. Is an area with peats or mucks forested (> 30% cover) with Sitka spruce, subalpine fir, western red cedar, western hemlock, lodgepole pine, quaking aspen, Engelmann spruce, or western white pine, AND any of the species (or combination of species) listed in Table 4 provide more than 30% of the cover under the canopy? CATEGORIZATION BASED ON SPECIAL CHARACTERISTICS Is the wetland within a National Wildlife Refuge, National Park, National Estuary Reserve, Natural Area Preserve, State Park or Educational, Environmental, or Scientific Reserve designated under WAC 332-30-151? The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing, and has less than 10% cover of non-native plant species. (If non-native species are Spartina , see page 25) At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. The wetland has at least two of the following features: tidal channels, depressions with open water, or contiguous freshwater wetlands. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 10 WSDOT Adapted Form - March 2, 2015 Wetland name or number SC 4.0. Forested Wetlands Yes = Category I No = Not a forested wetland for this section SC 5.0. Wetlands in Coastal Lagoons Does the wetland meet all of the following criteria of a wetland in a coastal lagoon? Yes - Go to SC 5.1 No = Not a wetland in a coastal lagoon SC 5.1. Does the wetland meet all of the following three conditions? The wetland is larger than 1/10 ac (4350 ft2) Yes = Category I No = Category II SC 6.0. Interdunal Wetlands In practical terms that means the following geographic areas: Long Beach Peninsula: Lands west of SR 103 Grayland-Westport: Lands west of SR 105 Ocean Shores-Copalis: Lands west of SR 115 and SR 109 Yes - Go to SC 6.1 No = Not an interdunal wetland for rating SC 6.1. Yes = Category I No - Go to SC 6.2 SC 6.2.Is the wetland 1 ac or larger, or is it in a mosaic of wetlands that is 1 ac or larger? Yes = Category II No - Go to SC 6.3 SC 6.3. Yes = Category III No = Category IV Category of wetland based on Special Characteristics If you answered No for all types, enter “Not Applicable” on Summary Form The wetland lies in a depression adjacent to marine waters that is wholly or partially separated from marine waters by sandbanks, gravel banks, shingle, or, less frequently, rocks The lagoon in which the wetland is located contains ponded water that is saline or brackish (> 0.5 ppt) during most of the year in at least a portion of the lagoon (needs to be measured near the bottom ) Does the wetland have at least 1 contiguous acre of forest that meets one of these criteria for the WA Department of Fish and Wildlife’s forests as priority habitats? If you answer YES you will still need to rate the wetland based on its functions. Old-growth forests (west of Cascade crest): Stands of at least two tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) that are at least 200 years of age OR have a diameter at breast height (dbh) of 32 in (81 cm) or more. Mature forests (west of the Cascade Crest): Stands where the largest trees are 80- 200 years old OR the species that make up the canopy have an average diameter (dbh) exceeding 21 in (53 cm). The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing), and has less than 20% cover of aggressive, opportunistic plant species (see list of species on p. 100). At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. Is the wetland west of the 1889 line (also called the Western Boundary of Upland Ownership or WBUO)? If you answer yes you will still need to rate the wetland based on its habitat functions. Is the wetland 1 ac or larger and scores an 8 or 9 for the habitat functions on the form (rates H,H,H or H,H,M for the three aspects of function)? Is the unit between 0.1 and 1 ac, or is it in a mosaic of wetlands that is between 0.1 and 1 ac? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 11 WSDOT Adapted Form - March 2, 2015 BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 1 D1.1, D1.3, D1.4, D2.2, D4.1, D5.2, H1.1, H1.2, H1.4 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD WA 150 FT NO OUTLET EMERGENT SEASONALLY FLOODED BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 2 D3.1, D3.2, D3.3, D4.3, D5.3 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD rFIGURE 3 H2.1, H2.2, H2.3 BGE Environmental, LLC Wetland Consulting & Land Use Planning FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 4 D1.1, D1.3, D1.4, D2.2, D4.1, D5.2, H1.1, H1.2, H1.4 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD PERMANENTLY FLOODED SCRUB/SHRUB FORESTED NO OUTLET WB BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 5 D3.1, D3.2, D3.3, D4.3, D5.3 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD FIGURE 6 H2.1, H2.2, H2.3 BGE Environmental, LLC Wetland Consulting & Land Use Planning FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD BGE ENVIRONMENTAL, LLC. Wetland Consulting and Land Use Planning MAIN OFFICE (MAIL): 2102 BRASHEM AVE BREMERTON, WA 98310 BAINBRIDGE OFFICE: 755 WINSLOW WAY EAST, SUITE 101 BAINBRIDGE ISLAND, WA 98110 OFFICE: 360.710.6066 WWW.BGEENVIRONMENTAL.COM ~ 2 ~ 2102 Brashem Ave • Bremerton, WA 98310 (mailing) 755 Winslow Way East, Suite 101 • Bainbridge Island, WA 98110 Phone: (360) 710-6066 www.bgeenvironmental.com Findings of the “mapped” Type N Waters follows (see KCGIS map attached): The northern water is not present. Typical right-of-way swales delineate W Werner Rd and stormwater facilities supporting surrounding developments are common along the “mapped” reach. Attached are two visuals; 1) Aerial of surrounding developments with interpolated “mapped” water, and 2) Bremerton Sewer/Storm detail. The limits of investigation are south of W Werner Rd, with the attached references supporting absence downgradient for a distance not greater than 300 ft from the property boundary. The southern water was investigated and delineated during the field exercise. The beginning of the “mapped” water is unclassified ephemeral, shown as “X” on the attached Kitsap County GIS map. The triangle indicates approximately where the Typed water forms. This water continues towards the southeast where wetlands were observed, forming along a logging road, impounded with a cmp outlet. The Typed water was estimated to be a minimum of 100 ft from the property line and the wetland area, over 200 ft. The potential surface water and wetland buffer standards were determined to be outside of the proposed plat parcel boundary. In conclusion, the vicinity Type N waters were either absent or outside of any potential impact (buffer) with the proposed plat development. *NOTE: The intention is not to seek a water type modification with the findings of the vicinity investigation. All “mapped” waters are well outside the limits of maximum regulatory buffer requirements and parcel ownership. The information presented here is confirmation of compliance with Chapter 20.14.700 Fish and Wildlife Habitat Conservation Areas, Bremerton Municipal Code. cc: Norm Olson, Engineering, NL Olson & Associates Sterling Griffin, Applicant, Harbor Custom Homes, LLC Matt Baker, Applicant, Harbor Custom Homes, LLC 50' i8 o·- II III _I_ - 50' 55 0 I 50' 49 50'- 54 II�1 26' 50 55' , 'VWWW ----:......._ - - --,-t,_ II g/ 53 I I I i i jI II g I 150 g I I I 151 a, 0 Ii . . w 0 (/) -- iO' w 0 II �o· _ _J_ 50' r "' :. ', .. - 34' ..... C ·-,_ ,,_ ______ _ 15•F III 45' II�, 51 60' 15' I ---;O' - STREET PARKING (TYP) SEE SHEET C3.00I 52 152 .-- 50' REVISIONS NO. DATE BY DESCRIPTION 0 LANDSCAPE SCHEDULE 0 THIS SHEET SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY.□GROUND COVER RYE, FISCLLE, BLUEGRASS --AS REQD .. ',,,,,',,,THORNLESS COCKSPUR HAWTHORN Crotaegus crus-galli 'lnerm '@ IVORY SILK JAPANESE TREE LILAC Syringa reticulata 'Ivory Silk' 2" CAL 25-30' O.C.48CANADA RED CHOKECHERRY Prunus virginiana 'Canada Red'JACK PEAR Pyrus calleryana 'Jaczam ' STREET TREE NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MAP SCALE 1'' =1 ooo' "' "' "' "' .,"'11>J2D0j«<}\·>:Irsrst�21 ... ?; '�W� 'V "'/f/·?'"' "' "' " "' _,___ -.....:..:-�.-�·:� "'/:>,-,-_'. "' "' .., "' "' "' "' w "' .... -,_>::;/,,., " 'V w "' 'V ,i, "' "' /'t\/ V W W >I,- -j, W 'V -.j, >j, sJ., V iS{Yw "' "' 9+53:-69 "' "' .., w "' "' W-\·,'.c,>V 'V 'V W 'V W W W W ' l . : . : . : . . . : BY DATE ""· ::--.... -.. ::--.. .. • DESIGNED RPJ 3/18 A . I '1!.�� N.L.Olson & Associates, nc. ::,.. ------------------------ ..........................------82 LF CONCRETE CURB & GUTTER----·-.. _-•-•-• -- BEGIN ROAD B ALIGNMENT STA. 25+00 ------STREET TREE------------------•-•-•-•-•-•----.. -•-·-· ----. .. I WlERNER ROAD I - 11111II FOR: ---- ...... 1 6/18 JAT REVISED TO so' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04/25/2018 DRAWN JAT 3/18 Engineering, Planning and Surveying (360)876-2284 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Harbor Custom Homes, LLC Attn: Sterling Griffin CHECKED NLOII 3/18 11515 Burnham Drive NW APPROVED Portion of the Southeast Quarter of Gig Harbor, WA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. Scale: 1 "= 30' NAVD88 SCALE: I "�JO' DA TE: March 20, 2018 DRAWING NUMBER: 10233 SHEET C3.0l 30 Project: To: From: Subject cc: Date: N.L. OLSON & ASSOCIATES, INC. Engineering, Planning & Land Surveying 2453 Bethel Avenue Port Orchard, WA 98366 P. 360-876-2284 / F.360-876-1487 www.nlolson.com TECHNICAL MEMORANDUM Werner Road Residential Development Sterling Griffin — Harbor Custom Homes LLC Norm Olson — N.L. Olson & Associates Preliminary Storm Analysis April 18, 2015 This Technical Memorandum summarizes the data for the Site Plan Review Application submittal of the Werner Road Residential Development Project. The project proposes develop approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 298 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. A final storm report will be prepared for the Site Development Permit application submittal. The parcel number of the northeast parcel is 202401-1-007-2004. The zoning is R-10 low Density Residential in the area where residences are proposed, and Industrial for the lots abutting Werner Road. Stormwater ponds are proposed to provide water quality (bottom portion are wet ponds) and water quantity (upper portion are detention ponds) mitigation. At this time, the ponds are for the residential site, with any mitigation for the industrial portion of the site to be a part of the future design. The existing site (residential area) has three distinct basins that discharge to the west, northeast, and southeast. The existing basins are as follows: Southeast Basin (POC 1) The pre -developed southeast basin area (AeX = 20.43 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 20.43 ac, Forest Steep Slope, Type C Soil Northeast Basin (POC 2) The pre -developed northeast basin area (AeX = 24.52 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 5.0 ac, Forest Pervious = 19.52 ac, Forest Flat Slope, Type C Soil Steep Slope, Type C Soil West Basin (POC 3) The pre -developed west basin area (AeX = 2.69 acres) is analyzed as forested land cover. The following conditions are assumed for the basin: Pervious = 1.19 ac, Forest Moderate Slope, Type C Soil Pervious = 1.5 ac, Forest Steep Slope, Type C Soil See Appendix A Fig. 2 for Existing Conditions Map. The developed site (residential area) has three basins also, mimicking existing conditions as much as possible. The northwest basin is analyzed as one pond, but is preliminarily split into two ponds with an equivalent volume. The developed basins are as follows: Southeast Basin The developed southeast basin area (Adev = 22.66 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 3.31 ac, Forest Pervious =.1 1.01 ac, Lawns, Landscape 15.32 ac Impervious = 2.64 ac, Roads Impervious = 3.52 ac, Rooftops Impervious = 1.18 ac, Driveways 7.34 ac Flat Slope, Type C Soil Moderate Slope, Type C Soil Moderate Slope Flat Slope Flat Slope Northeast Basin The developed northeast basin area (Adev = 26.04 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 0.91 ac, Forest Flat Slope, Type C Soil Pervious =.1 1.93 ac, Lawns, Landscape Moderate Slope, Type C Soil 13.84 ac Impervious = 4.33 ac, Roads Moderate Slope Impervious = 5.87 ac, Rooftops Flat Slope Impervious = 2.00 ac, Driveways Flat Slope 12.2 ac West Basin The developed West basin area (Adev = 2.77 acres) is analyzed for the type of proposed land cover. The lot areas are preliminarily assumed be 1800 sf rooftop, with 500 sf driveway. The following conditions are assumed for the basin: Pervious = 1.4 ac, Lawns, Landscape Impervious = 0.31 ac, Roads Impervious = 0.83 ac, Rooftops Impervious = 0.23 ac, Driveways 1.37 ac See Appendix A Fig. 3 for Developed Conditions Map. Storm system Design Southeast Pond (to POC #1) Moderate Slope, Type C Soil Moderate Slope Flat Slope Flat Slope Southeast Wet Pond and Detention Pond The southeast basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 700' by 35', 2:1 side slopes, and a depth of 3.9 feet. This is sufficient to contain 2.69 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 3.9 foot depth and above, so that the bottom dimensions of the detention portion would be 700 + (3.9*2*2) x 35 + (3.9*2*2), thus 715.6' long and 50.6' wide. With a 6.10" diameter orifice at the outlet, a 4.5" diameter orifice 1.7 feet above the outlet, and a 3.8" diameter orifice 2.1' above the outlet, and the top of the 24" riser 3.1' above the outlet, with 2.94 ac -ft of live storage. The total storage (wet storage + active) = 5.63 ac -ft, and a total of 7 ft deep. Northeast Pond (to POC #2) Northeast Wet Pond and Detention Pond The northeast basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 480' by 80', 2:1 side slopes, and a depth of 3.6 feet. This is sufficient to contain 3.49 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 3.6 foot depth and above, so that the bottom dimensions of the detention portion would be 480 + (3.6*2*2) x 80 + (3.6*2*2), thus 494.4' long and 94.4' wide. With a 5.10" diameter orifice at the outlet, a 3.4" diameter orifice 3.4 feet above the outlet, and a 2.6" diameter orifice 4.0' above the outlet, and the top of the 24" riser 5.4' above the outlet, with 6.65 ac -ft of live storage. The total storage (wet storage + active) = 10.14 ac -ft, and a total of 9 ft deep. In order to reduce the size of the northeast pond, the volume is preliminarily shown split into 2 ponds, with the smaller pond near lots 238-242. This smaller pond will likely detain just rooftop runoff (which will not require wet storage), reducing the demand on the larger northeast pond. This arrangement will be analyzed in more detail as a part of future submittals. West Pond (to POC #3 West Wet Pond and Detention Pond The west basin is conveyed to a pond modeled as a trapezoidal pond with the bottom dimensions of 200' by 40', 2:1 side slopes, and a depth of 4.2 feet. This is sufficient to contain 0.97 acre-feet of runoff, which is the volume of the water quality storm per WHM2012. The detention pond is modeled from the 4.2 foot depth and above, so that the bottom dimensions of the detention portion would be 200 + (4.2*2*2) x 40 + (4.2*2*2), thus 216.8' long and 56.8' wide. With a 2.00" diameter orifice at the outlet, a 1.6" diameter orifice 1.6 feet above the outlet, and a 1.8" diameter orifice 2.1' above the outlet, and the top of the 18" riser 2.4' above the outlet, with 0.75 ac -ft of live storage. The total storage (wet storage + active) = 1.72 ac -ft, and a total of 6.6 ft deep. East Dispersion The rooftops and lawn from lots 238-280 and 293-298 along the east side, as well as the graded eastern slopes will be disbursed into the native vegetation in the east portion of the site, and will not be a part of the pond basins. MINIMUM REQUIREMENTS: The 2012 Stormwater Manual for Western Washington (updated in 2014) lists the Minimum Site Development Requirements in Volume 1 Chapter 2 section 2.5. The applicability to this preliminary project submittal is discussed below: Minimum Requirement #1 — Preparation of Stormwater Plans and Reports: Plans and reports will be submitted to City of Bremerton for final review. Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan SWPPP : Information will be included in the final storm report, along with a Sediment Transport Potential Worksheet. Minimum Requirement #3 — Source Control of Pollution: Site is to be residential. Source control of Pollution will be per residential BMPs. WSDOE 2014 SWMMWW BMP S412 Landscape and Lawn/Vegetation Management, and S417 Maintenance of Stormwater Drainage and Treatment Systems will be used. Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls: The site is divided into three basins (west, NE, and SE) to mimic the existing drainage. Runoff from the eastern lots (rooftops and yards) on the proposed site will be disbursed to the east, downstream into existing wetland areas to the east of the site. A full downstream analysis will be included in the final storm Report. Minimum Requirement #5 — On -Site Stormwater Management: On-site stormwater management will include dispersion into native vegetation that will remain on the east portions of the property. The proposed site is not suitable for lot infiltration BMP's. However, at this time the ponds are not expected to have an impervious liner, so infiltration may be possible, even if it is not designed into the pond flow controls. Minimum Requirement #6 — Runoff Treatment: The project requires Basic Treatment. Treatment is provide by the means of wet ponds designed to designed to contain the 6 - month flow volume per WWHM 2012. Minimum Requirement #7 — Flow Control: Stormwater discharges from the project are required to match pre -developed (forest) duration flow rates from 50% of the 2 -year to the 50 year peak flow. This is accomplished by the detention portions of the stormwater ponds. Minimum Requirement #8 — Wetlands Protection: On-site wetland and buffer will be protected. The downstream wetlands will also receive dispersed flow. Minimum Requirement #9 — Operation and Maintenance: Operation and Maintenance Manual will be submitted as a part of final plat documents. APPENDIX FIGURE 1- VICINITY MAP FIGURE 2 - EXISTING BASINS FIGURE 3 - DEVELOPED BASINS REVISIONS BY DATE T `�, N.L.Olson &Associates, Inc. Engineering, Planning and Surveying (3s0) x 637. 84 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA ss3ss ,- LL'h 4` <>" �F T, �� 37919 ` `� �< / ' <,, , � \ �:<` EXISTING BASIN WERNER ROAD PRELIMINARY PLAT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW g Gig Harbor, WA 98332 FI&I L SCALE: 1"=100' DESCRIPTION DESIGNED RPJ 3/18 DATE: April 6, 20]3 DRAWN JAT 3/18 DRAWING NUMBER: 10233 CHECKED NL011 3/ts APPROVED ACCEPTED SHEET C4.00 PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON CLIENT: Attn: Sterling Griffin Harbor Homes 11515 Burnham Dr NW Gig Harbor, WA 98332 BY: N.L. OLSON AND ASSOCIATES, INC. 2453 BETHEL AVE. SE PORT ORCHARD, WA 98366 (360) 876-2284 Project Number: 10133-18 JUNE 2018 N.L. OLSON & ASSOCIATES, INC. 1 1 ENGINEERING, PLANNING AND SURVEYING June 7, 2018 Project Number: 10133-17 Attn: Attn: Sterling Griffin Harbor Homes 11515 Burnham DR NW Gig Harbor, WA 98332 Subject: Preliminary Geotechnical Engineering Report Proposed Residential Development Werner Road Preliminary Plat Bremerton, Washington Dear Mr. Griffin; This geotechnical investigation was preformed to provide preliminary geotechnical engineering recommendations for the proposed development. If we can be of further assistance or if you have any questions regarding this project, please contact our office. Sincerely, J)sley R. Johnson, P. E. Geotechnical Division Manager P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\wjohnson\project folder\Project Folder\10133 werner\geo report 6 6 2018.doc TABLE OF CONTENTS INTRODUCTION........................................................................................................................1 SITELOCATION..........................................................................................................................1 SITECONDITIONS......................................................................................................................1 PROPOSEDDEVELOPMENT........................................................................................................1 SubsurfaceInvestigation......................................................................................................2 SiteMaterial Conditions........................................................................................................2 Groundwater........................................................................................................................3 AVAILABLE GEOLOGIC AND SOILS INFORMATION..........................................................................3 Washington Division of Geology and Earth Resources........................................................3 Kitsap County Washington, Geologic Map Unit....................................................................3 USDA Soil Conservation Service..........................................................................................4 SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH..............................................5 SlopeReconnaissance.........................................................................................................5 SlopeStability Review.......................................................................................................... 5 SEISMIC GROUND SHAKING PARAMETERS...................................................................................6 SEISMIC FAULT LINES REVIEW...................................................................................................6 CONCLUSIONS.........................................................................................................................7 SITE PREPARATION AND GRADING..............................................................................................8 STRUCTURALFILL.....................................................................................................................9 SURFACEAND GROUND WATER.................................................................................................9 SHALLOWFOUNDATIONS...........................................................................................................9 SETTLEMENT...........................................................................................................................10 SubsurfaceDrainage..........................................................................................................10 FLOORSLABS.........................................................................................................................10 TEMPORARY AND PERMANENT SLOPES.....................................................................................11 TemporarySlopes..............................................................................................................11 PermanentCut Slopes.......................................................................................................11 PermanentFill Slopes........................................................................................................11 EROSION CONSIDERATIONS.............................................................................................12 ROAD SUBGRADES AND PAVED PARKING..................................................................................12 REPORTLIMITATIONS...........................................................................................................14 FIGURES VICINITYMAP...................................................................................................... FIGURE 1 SITESKETCH....................................................................................................... FIGURE 2 SOIL CONSERVATION SERVICES................................................................... FIGURE 3 DEETER SLOPE STABILITY MAPPING............................................................... FIGURE 4 SEATTLEFAULT.................................................................................................. FIGURE 5 APPENDIX A — TEST PIT LOGS PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIAL DEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON INTRODUCTION N.L. Olson and Associates, INC., (N.L. Olson) is pleased to submit our preliminary geotechnical engineering report for the subject property. In this report, N.L. Olson has provided recommendations for the proposed development consisting of single family residences, paved drives and parking as well as other site improvements. The subject property also has been categorized as a moderate geologic hazard area per the City of Bremerton Ordinance No. 4965, 20.14.600 — Critical Areas as designated by Kitsap County geologic hazardous mapping. This report also presents our assessment of slope comprising the subject property. SITE LOCATION The property is rectangular in shape and located at the termination of Werner Road, Bremerton, WA and by Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington as shown on the Vicinity Map on Figure 1. SITE CONDITIONS The approximately 100 acre property is bordered by a mix of undeveloped land and commercial development. An existing access drive has been constructed along the length of the parcel. The general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. A ridgeline was observed that descended from the hill top southward. The predominant slope residing along the property was slope area, ravine, descending from the hill top eastward towards HWY3. The slopes comprising this area ranged from 15 percent to 50 percent. Further discussion of the site topography has been provided in the slope reconnaissance section of this report. The site has been logged and revegetated with tall grass, Douglas fir, large leaf maple and brush. PROPOSED DEVELOPMENT As presently conceived, the proposed development will consist of 298 single-family residences, associated parking, utilities and landscape areas. We anticipate the residences will be one to two -stories and of light wood frame construction. The buildings' footing loads are anticipated to be light to moderate. At the time of this report, a conceptual plan has been prepared for this site by the project civil engineer. The proposed lot layouts with site improvements has been shown on the Site Plan, Figure 2. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 \\SERVER\Users\wjohnson\project folder\Project Fo1der\10133 werner\geo report 6 6 2018.doc Werner Road Preliminary Plat June 7, 2018 Page 2 In order to provide access to the single family residences, an access drive of about 7,500 linear feet with a spur road of about 500 feet has been planned within perimeter of the proposed development. Cuts and fills may range up to 15 feet to 20 feet along portions of the roadway area, throughout the subject property and permanent fill slope areas. To provide a level area for the placement of single family residences, a permanent 50 percent fill slope has been proposed with the fill slope location shown on the Site Plan Figure 2. The permanent slope area will be roughly 1,100 feet in length by 150 feet wide. Stormwater from the proposed development will be mitigated by means of a stormwater detention facilities located on the west, south and north sides of the proposed development. The preliminary site plan indicates the detention pond facility will require cuts and fill up to ten (10) feet. N.L. Olson has identified the storm pond locations have been shown on Figure 2. The available information for the proposed storm ponds has been provided in Table 1. Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018 and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, and storm detention facilities. The subsurface exploration work was performed with a John Deere 350D Track -hoe provided by client. The test pits ranged down to a maximum depth of 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2" to 8" thick layer of topsoil was generally encountered throughout the subject property that was underlain by medium dense to dense silty sand (SM) and sandy silt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of 13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basalt at various locations, a thin layer of weathered rock mixed with heavily iron oxide stained silty sand was observed. Below the weathered zone, the basalt graded from slightly weathered to fresh with a material strength that ranged from strong to very strong. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Detention Ponds Table 1 Detention Facility Dimensions Top of Pond Berm el Bottom of Pond el West Storm Pond 160 feet x 130 feet South Storm Pond 440 feet x 110 feet 445 437 North Storm Pond 300 feet x 225 feet Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018 and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, and storm detention facilities. The subsurface exploration work was performed with a John Deere 350D Track -hoe provided by client. The test pits ranged down to a maximum depth of 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2" to 8" thick layer of topsoil was generally encountered throughout the subject property that was underlain by medium dense to dense silty sand (SM) and sandy silt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of 13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basalt at various locations, a thin layer of weathered rock mixed with heavily iron oxide stained silty sand was observed. Below the weathered zone, the basalt graded from slightly weathered to fresh with a material strength that ranged from strong to very strong. P.O. Box 637. 2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 3 Groundwater At the time of our fieldwork, ground water in the form of wet soils or seepage was encountered at roughly 3 feet to 11 feet below current site grades in test pits TP -4, TP -13, TP -14, TP -16, TP -18, TP -19 and TP -21. For additional information concerning the site's soil conditions please see the test pit logs included in Appendix A. AVAILABLE GEOLOGIC AND SOILS INFORMATION Washington Division of Geology and Earth Resources The Washington Division of Geology and Earth Resources (WDGER), Geologic Map of Washington — Northwest Quadrant, dated 2002, indicates the property is located in an area of the lower middle Eocene Crescent Formation. The lower -Middle Eocene Crescent Formation consist of tholeiitic basaltic flow breccia, filled tubes, and volcanicalstic conglomerate, gabbro dikes and sills, locally contains thin interbeds of basaltic tuff, red argillite, limestone, silt stone, rare andecite, dacite, and rhyolite, marine of pillowed-dominated lower part grades into a flow dominated partially by non -marine near top and local columnar jointing, altered to palgonite, chlorite, zeolite or epidote. Washington Minerals on the "Geology of the Crescent Formation as downloaded from www.washingtonmineraIs.com/cres.htm1-9/25/07" states that the "Crescent Formation is of the Late Paleocene to middle Eocene (62-48 Ma). The Crescent Formation is comprised of a large volume of submarine/subaerial basalt. The Crescent basalts are among the oldest basalts in this region and makeup the basement of the Coastal range. Babcock et al. (1992)(1) concluded that the Crescent Formation basalts erupted into a subsiding rift basin along the western coast approximately 60 mya. Exposure of the Crescent Formation can be found as a continuous swath defining the northern, eastern, and southeastern edge of the Olympic Peninsula. Based on gravity studies, the Crescent Formation is thought to extend eastward beneath the Puget Sound to Seattle. Most of the Crescent Formation, especially on its eastern edge, is covered with Quaternary glacial till deposits." (1) Babcock, R. S., Burmester, R. F., Engebretson, D. C., Warnock, A., and Clark, K. P., 1992, A rifted margin origin for the Crescent basalts and related rocks in the northern Coast Range Volcanic Province, Washington and British Columbia: Journal of Geophysical Research, v. 97, no. B5, p. 6799-6821. Kitsap County Washington, Geologic Map Unit The Kitsap County Washington, Geologic Map Unit, Washington State Department of Natural Resources, open file Report 2005-3 dated 2005 was reviewed for the geologic mapping of the subject property. The referenced geologic mapping indicated the Fraser glaciation was the last of the major glaciations to have occurred in this region and ended roughly 11,000 years ago. During the final glaciation, several thousand feet of ice containing clays, silt, sand, gravel and boulders originated in British Columbia advanced into the Puget Sound lowlands. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 4 In regards to the subject property, the predominant sediment from the Fraser glaciation consisted of Continental Recessional Outwash (Qgo), Advance Continental Recessional Outwash (Qga), and Glacial till (Qgt). NLO has provided a further discussion of the materials comprising the site below. • Glacial Till (Qgt), locally, this material is known as "hardpan," and consisted of an unsorted, unstratified, highly compacted very dense mixture of clay, silt, sand, gravel and boulders. The material is generally deposited and glacially overridden. • Continental Recessional Outwash (Qgo), N.L. Olson inferred that the Qgo occurred as the glacial receded given the normal consolidation of the material. The Qgo material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing or standing water conditions that may occur as the glaciers retreated. For the project area, the recessional outwash consisted of medium stiff to stiff clayey sand with minor gravel deposited on the glacial till. • Advance Continental Recessional Outwash (Qga), The Qga material can consist of clay, silt, sand, gravel, cobbles, and boulders deposited by streams flowing from the advancing glacier. For the project area, the Qga was observed as poorly graded sand with silt located below the level of the glacial till. Because this material was glacially overridden the relative density ranges from dense to very dense. USDA Soil Conservation Service N.L. Olson has utilized the USDA Soil Conservation Service (SCS) to develop a listing of soils along the proposed development. N.L. Olson has shown the soil mapping on Figure 3, with a soil summary provided in Table 2, and a brief SCS soil description in the following: 2) Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapid above the hard pan and the run off is slow. The water erosion hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 USDA Soil Conservation Service Kitsap County Area, Washington Table 2 Map Unit number Map Unit Name Percent slope 2 Alderwood gravelly sandy loam 15 to 30 % slo es 25 Kilchis ve!y gravelly sandy loam, 15 to 30 % slopes 26 Kilchis very ravel) sandy loam, 30 to 70 % slopes 27 Kilchis-Shelton complex, 30 to 50 % slopes 32 McKenna gravelly loam 0 to 6 % slopes 2) Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapid above the hard pan and the run off is slow. The water erosion hazard is slight. 25) Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability of the Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 5 26) Kilchis very gravely sandy loam (30% to 70% slopes), Permeability of the Kilchis soil is moderately rapid. Available water capacity is low. Runoff is rapid, and the water erosion hazard is severe. 27) Kilchis-Shelton complex, these soils formed in the material weathered from basalt or glacial till. The Kilchis soil is shallow and well drained and resides on ridge crests and side slopes and formed from material derived from basalt. Depth of basalt ranges down to about 16 to 20 inches. The Shelton soils permeability is rapid to the cemented pan and very slow through the pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSANCE AND HISTORICAL LANDSLIDE RESEARCH Slope Reconnaissance As part of our fieldwork, the slope area comprising the property was examined for indications of instability. Indications of slope instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and coarse grain material overlaying silt and clay soils. At the time of our slope reconnaissance, the slope on the property appeared stable. The discussion of our slope reconnaissance is as follows; As mentioned, the general site topography consisted of a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. The elevation of the hilltop based on Kitsap LIDAR information was el 585. A ridgeline was observed that descended from the hill top southward. The grades along the ridgeline descended to about el 500 over a horizontal distance of about 1,450 feet. To the north similar gradients and elevations were observed. The primary slope was the ravine that overlooks SR3 to the east. The general slope along the ravine ranged from roughly 500 feet, vertical distance above the level of SR3, which was about el 75. The subject property was generally between elevations of el 550 and el 400 with slope gradients. During our reconnaissance, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades were observed in the areas of TP -12, TP -13 and TP -14. At the time of our site of our reconnaissance, the subject property appeared stable and N.L. Olson did not observe areas exhibiting erosion. Slope Stability Review A review of "Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979 was performed in preparation of this report. The area proposed for development and associated slope areas have been classified as stable and intermediate. The northwest, south and east areas of the property have been classified as intermediate. The slope stability mapping for this area has been shown on Figure 4 of this report. • Stable slopes generally rise less than 15 percent in grade, except in local areas of low groundwater concentration or competent bedrock. Stable slopes include rolling uplands P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 6 and lowlands underlain by stable material such as unweathered till and/or peat deposits which, although inherently weak have no significant slope. • Intermediate slopes are generally steeper than 15 percent except where conditions such as weaker material and/or abundant groundwater exist. Identified areas include slopes of sand and gravel, till, or thin soils over bedrock that has no known failures. SEISMIC GROUND SHAKING PARAMETERS N.L Olson has reviewed the seismic design criteria per 2015 International Building Code (IBC) for the proposed building. The site's ground acceleration was performed per Kitsap County Guidelines. The PGA was based on the following location 47.549750N, 122.70417°W Longitude for Risk Category 1/II/III with Site Soil Classification Site Class C — "Very Dense Soil and Soft Rock". The interpolated probabilistic ground motion values (PGA) for Horizontal peak acceleration and spectral acceleration are as provided in the following Table 3. Seismic Ground Shaking Summary, Table 3 Probability Of exceedance Approximate Spectral Acceleration (g), Site Class C, Return Period Period (sec) years 0.2 sec 1.0 sec 2% in 50 years 2475 1.562 0.609 International Building Code (IBC) - 2015 Ground Shaking Parameters N.L Olson has reviewed the 2015 IBC to provide a design peak ground acceleration value for the proposed construction based on a seismic zone, Site Soil Classification (C) — "Very Dense Soil. 2015 IBC Ground Shaking Parameters, Table 4 Seismic Parameters USGS—Provided Output Values Mapped Spectral Acceleration Short Period Ss 1.562 Mapped Spectral Acceleration for One Second(Si)0.609 Site Class C Short period Site Coefficient Fa 1.0 1 -second Site Coefficient (Fv) 1.3 MCE Spectral Response Acceleration for short period Sens=SsxFa 1.562 MCE Spectral Response Acceleration for one second SM,=S,xFv 0.791 Design Spectral Response Acceleration for Short Period SDs=2/3xSMs 1.041 Design Spectral Response Acceleration for one second So1=2/3xSnn1 0.528 Design Peak Ground Acceleration (PGA=SDS x 0.4) PGA=0.42 Note: For information on how the Ss and S, values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. SEISMIC FAULT LINES REVIEW NLO has reviewed the "Kitsap County, Washington, Fault Lines", dated 2006 and USGS geological mapping. Our review of the above referenced information indicates the following faults are in close proximity to the proposed development: P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 9 Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 7 The Seattle Fault resides roughly 2,000 feet to the north and south and trends east to west from Hood Canal to the Cascades, passing below Bremerton and Bainbridge Island. This fault is capable of magnitude 7.1 to 7.4 seismic events with the most recent seismic event occurring roughly 1,100 years ago. In our opinion, the project area does not appear to reside on any "known faults" as described above. N.L. Olson has provided a figure illustrating slope stability per the Kitsap County, Figure 5. CONCLUSIONS Following our review of City of Bremerton, Ordinance No. 4965, section 20.14.600, Geologic Hazardous Areas, N.L. Olson concluded the site has been classified as a potential geologic hazard area as bulleted below. • N.L. Olson has observed slope gradients on average of 30 percent to 50 percent with slope heights in excess of 10 feet. • The primary steep slope comprising the subject property resided along the east side of the proposed development, which has been designated intermediate stability per "Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979. • The SCS indicated the subject area has a rapid runoff and the water erosion hazard and a severe to very severe erosion potential. As observed in N.L. Olson's subsurface exploration program, the primary material that underlies the subject property was basalt that ranged in depth from near surface to about 13 feet. Based on the material encountered during our subsurface exploration, in our opinion, the potential for large scale sliding or deep-seated rotational failures in the proposed development, resulting from the proposed construction appears negligible if the site improvements are constructed per our provided design and specifications. In order to enhance the long-term stability of the slopes and minimize erosion, the surface runoff from the proposed development will need to be directed away from slope areas to prevent uncontrolled flow over these areas. If uncontrolled flow does occur in significant quantity, the underlying slope areas could undergo severe to very severe erosion. Support for the single family residence can be provided using a shallow foundation system bearing on competent native soil, bedrock or structural fill. The access drives and parking areas can also be similarly supported. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The shallow foundation recommendations have been provided later in this report. This report has been prepared for specific application to this project only and in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently acting under similar conditions in this area for the exclusive use of client and their representatives. No warranty, expressed or implied, is made. This report, in its P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 9 Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 8 entirety, should be included in the project contract documents for the information of the contractor. SITE PREPARATION AND GRADING All pavement, fill and/or building areas should be stripped of all sod, and debris. In most areas, a topsoil stripping depth of 2 inches to 6 inches should be anticipated in the proposed building and paved drive areas. Deeper over excavations will be warranted to remove organic laden soil, uncontrolled fill, large tree root -balls, foundations, septic tanks and associated drainfields, and pockets of unsuitable soils. Stripped soils, contaminated with organics or debris should be wasted off site or used in landscape areas. Following site stripping in areas not underlain by bedrock, and prior to the fill placement, the exposed subgrade should be proof rolled and compacted to a firm, unyielding condition using vibratory equipment of appropriate size and type capable of developing a minimum dynamic compaction effort rating of at least 25,000 pounds with a static drum weight of 13,000 pounds. Compaction of the stripped subgrade should be continued until field density tests show that a minimum compaction of 95% of the maximum dry density, as determined by ASTM method D- 1557, has been achieved in all fill, building, and roadway. Any soft or weaving areas disclosed during proof rolling should be excavated and replaced with compacted structural fill. Areas, which are to be filled to bring the building subgrade up to the desired elevation, should be filled with compacted granular material free from roots, organics, trash or other deleterious materials. We recommend that site preparation and grading should be undertaken and completed during dry weather. Per the City of Port Orchard Development Standard 20.162.078 (1f), time limitations, indicates that grading operations should occur between May 1 st through October 1 st If grading in building or pavement areas is necessary during wet weather, and time does not permit allowing the soils to drain, we recommend that all excavated soil be removed from the site or set aside in covered stockpiles, and imported materials should be used for structural fill. During dry weather, most soils that are compactable and non-organic can be used as structural fill. At the time of our subsurface exploration, the on-site silty sand soil appear suitable for structural fill use, provided grading operations are preformed during dry weather. Native soils with a fine content greater than 5 percent passing the 200 sieve will degrade if exposed to excessive moisture. Compaction and grading of these materials will be difficult if soil moisture significantly increases beyond the optimum moisture content. Our initial subsurface exploration preformed with a John Deere 350D Track -hoe indicates highly weathered and iron oxide stained rock overlies unweathered basalt. We expect that the weathered and fractured rock will be rippable by mechanical means with a large excavator. The basalt that appeared slightly weathered as observed in the outcrops and below the weathered rock zone may require large excavation equipment, or hydraulic hammer. Rock excavated during construction could also be utilized for a source of crushed rock during grading operation and other construction needs for this project. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 STRUCTURAL FILL Page 9 Structural fill is defined as compacted fill placed under buildings or pavements that consist of free draining gravelly sand having a maximum size of 1-1/2 inches and with not more than 5.0% fines passing the No. 200 sieve. All imported fill material should conform to the above recommendation regardless of site weather conditions. All structural fill should be placed on a firm, properly prepared subgrade in loose layers approximately 8 inches in thickness, conditioned to a moisture content suitable for compaction, and compacted to 95% of the maximum dry density as determined by ASTM D-1557. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. SURFACE AND GROUND WATER Only minor storm water related problems are anticipated if grading and site preparation work are undertaken during the drier portions of the year. If site work is undertaken during wet weather it should be expected that the near surface silty and fine-grained soils will become over -saturated and unworkable. If the site work is undertaken during wet weather the contractor should be fully prepared to deal with soil and water problems normally encountered in these materials during wet weather work, including the filtering of runoff, as needed to prevent the siltation of down slope areas. To aid in minimizing potential erosion, it is recommended that the site should not be stripped and left without erosion protection for an extended period of time prior to the actual start of construction and/or landscaping. Silt fencing and other erosion control devices and measures may be required to control water runoff and sediment transport off the site. It should be anticipated that perched water flows or water flows developed during periods of wet weather may occur in excavations as shallow as one to two feet below the existing site grades or atop the bedrock. In that we are unable to predict where or when this might occur we recommend that any development of seeps or flows be treated as a construction/maintenance problem. Surface runoff from roofs, paved drive and hard surfaced areas should be intercepted, collected and disposed of away from the structures and steep slope areas. The discharge must be directed where the collected surface runoff will not impact structures, walls, or properties down slope of this area. SHALLOW FOUNDATIONS During our subsurface exploration work, varying soil and rock conditions were encountered on the site. In the proposed building areas, loose to medium dense soils were encountered 13 feet below current site grades. The loose to medium dense soil was underlain by bedrock. In the following, we have provided foundation recommendations for the proposed structures. We anticipate the proposed residences foundation subgrade areas will reside on medium dense native soils, structural fill or bedrock. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The continuous and P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 10 column footing system must bear on properly compacted structural fill, dense undisturbed native soil or good quality bedrock. For frost protection, the shallow footings should have a minimum embedment depth of 18 inches below adjacent grade. A base friction coefficient of 0.35 is considered appropriate for the expected underlying soils conditions. An ultimate passive equivalent fluid earth pressure for retaining structures, considering a horizontal ground surface, of 250 pcf is available to develop additional resistance to lateral pressures. The upper two feet of soil should be neglected when calculating the passive resistance. A 1/3 increase in the above value may be used for short duration wind, and seismic loads. We recommend that all footing subgrade areas be inspected by N.L. Olson representative to verify if additional over excavation will be required or adequate foundation subgrade soils have been reached. All loose or saturated soils to include the highly fractured and weathered bedrock, must be removed from the footing subgrade area prior to the placement concrete formwork and rebar. Fill material intended to be used for structural fill will need to be approved by a representative of our firm at least one to two weeks prior to placement. Structural fill placement should be done in accordance to the structural fill section discussed in Site Preparation and Grading Section in this report. SETTLEMENT Based on an allowable soil bearing pressures presented above a total settlement in the range of one inch is anticipated with a differential settlement of about '/ inch over a span distance of 50 feet. Most of the anticipated settlement should occur as construction dead loads are applied. Subsurface Drainage To preclude groundwater build-up adjacent to the building's footing system, we recommended a perforated four -inch diameter pipe — Schedule 40 perforated PVC Pipe. The pipe's perforations must be placed down at the footing subgrade elevation around the foundation perimeter. The footing drainage system should be bedded in sand and gravel and designed to carry any accumulated water away from the structure to an appropriate discharge area. Roof drainage shall not be connected to the footing drains but may use the same outfall piping if connected well away from the building such that roof water will not backup into the footing drains. FLOOR SLABS Slab -on -grade floors may be supported on properly placed and compacted structural fill or on the medium dense to very dense in-situ native soils, and bedrock, following preparation as outlined above. A capillary break/drainage layer consisting of six inches of pea gravel, or clean crushed rock should be placed below the floor slab. The capillary break material should contain less than 1.0% material passing a U.S. No. 200 sieve and less than 4.0% material passing a U.S. No. 10 sieve. A visqueen vapor barrier having a minimum thickness of 6 -mils should be placed between the capillary break and the floor slab. We understand that a sand cushion between the vapor barrier and the base of the slab may improve the curing of the slab concrete. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 11 If a sand cushion is placed between the capillary break material or the vapor barrier and the slab, it should not contain free moisture when the slab is constructed. Excess moisture in the cushion could cause impervious floor coverings to bubble. TEMPORARY AND PERMANENT SLOPES Temporary Slopes As a preliminary guideline for temporary slopes less than 10 feet in height, we recommend temporary slopes be made no steeper than 1 H:1 V for the dense granular soils and no steeper than 2H:1 V in medium dense soils or structural fill placed in a manner described earlier in this report. Bedrock cut slopes must be determined at the time of excavation. For temporary cut slopes in existing fill, topsoil, or loose materials over 10 feet in height we recommend temporary slopes no steeper than 1 1/21-1: 1 V for the full height of the cut. Temporary slopes or excavations should be benched as required by safety regulations in effect at the time of construction. The provided temporary slope recommendations are for native soils and fill materials; flatter slopes may be required in wet weather or if soil conditions other than those previously described are encountered. The contractor should be aware that slope height, slope inclination, and excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. Such regulations are strictly enforced and, if not followed, the owner, the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties. The contractor should be made responsible for the stability of all excavations and slopes during construction because they are continually on site and can observe the stability of the exposed soils. In addition, the contractor should be prepared to shore unstable slope area and provide shoring as required by local, state, or federal laws or codes. The provision of shoring design recommendations is beyond the authorized scope of this report. Permanent Cut Slopes In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. It is recommended that permanent cut and fill slopes should not be steeper than 2H:1 V (50%). fill slopes and fill should placed in accordance with the requirements of Appendix J of the International Building Code (2015 edition) or per the requirements presented below in the permanent fill slopes section below. Permanent Fill Slopes It is our opinion that fill slopes may be constructed, provided the fill is placed and compacted in a manner that is consistent with recommendations presented in the structural fill section of this report. In areas where fills are made on slopes steeper than 20% the subgrade shall be benched prior to fill placement. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 12 temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. The procedure for placing fill along the slope should consist of excavating a keyway "to be determined" feet in width along the toe of the planned fill. The keyway shall be excavated into dense to very dense undisturbed soils a minimum of "to be determined" feet. The slope above the keyway should then be cut into a series of horizontal to slightly inclined benches. The slope gradient may vary with the width of the benches. Typically, a wider bench will be required for a flatter slope. The fill slope shall be overbuilt, compacted and cut back to the 2H:1 V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1 V) for this project. We anticipate that subsurface groundwater seepage will migrate above the dense soil or bedrock into the fill and potentially destabilize the underlying fill slope area. Prior to fill placement, we recommend the installation of subsurface drains along the back portions of the fill benches. The soils selected for structural fill used for fill slope construction shall meet the criteria mentioned in the structural fill section of this report. Recommendations for fill placement on slopes are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. EROSION CONSIDERATIONS During construction and until fully surfaced and/or landscaped, the exposed site soils may be subject to erosion. Erosion of exposed soils would be most noticeable during periods of intense rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully established prior to the onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. In a disturbed condition the site soils may be eroded by channelized water or sheet flow storm runoff. Therefore, it is recommended that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotected soils. In order to enhance the long-term stability of the slope, the surface runoff from the proposed development will need to be collected and directed away from slope areas. ROAD SUBGRADES AND PAVED PARKING The site will utilize and improve and existing road alignment that accesses through the site. Road construction will require bedrock excavation and grading activities that may require rock fracturing along the proposed road alignments. Road improvements may include grade P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 13 adjustments, widening, grubbing, clearing and widening, sidewalks and underground utilities. In addition, the site has experienced previous logging activity, as such, a network of primitive roads and skid trails has been developed throughout the property. Some of the existing primitive road alignments may be incorporated in the proposed new road construction. DETENTION FACILITIES As previously conceived, the proposed north and south detention pond areas were preliminarily designed assuming that the pond berms and bottom would reside within bedrock. To prevent seepage from occurring from the proposed detention facilities, the ponds' wetted areas was to be lined with a geo membrane or equivalent material. However, during our subsurface exploration program, loose to medium dense soil conditions were encountered in the south and north detention pond areas. Based on the encountered soil conditions, N.L Olson has recommended additional field work, slope stability analysis and laboratory analysis to meet the requirements for completing geotechnical slope evaluation per City of Bremerton Ordinance No. 4965, 20.14.600 — Critical Areas. Pond Berm Construction The fill berms will need to be benched in per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization for in-situ soil conditions. The slope composing the fill berm shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1 V) for this project. The soil selected for the pond berms shall meet the textural classification requirements per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization, Item 3 page 5-30 and the USDA Textural triangle. If the pond berm requirements cannot be meet, then a pond linear should be considered to prevent pond water penetration into or below the underlying berm and pond bottom. It is recommended that permanent cut slopes not exceed 2H:1V (50%). Fill slopes should not be steeper than 2H:1V (50%). In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. Recommendations for fill berm placement and pond berm construction recommendations are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. Pond Linear A PVC geo-membrane could be utilized to minimize infiltration and groundwater seepage into the underlying slope area and soil, NLO has provided recommendations for lining the pond area with a 30 mil PVC geo-membrane. The liner will require a two feet minimum thickness of soil P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 Werner Road Preliminary Plat June 7, 2018 Page 14 above the membrane for UV and installation protection. To minimize sliding of material placed on top of the membrane, NLO recommends the slope area should be benched and the membrane applied on a series of benches. REPORT LIMITATIONS This report has been prepared for the client regarding the subject property. Information presented in this report has been collected and interpreted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions, and in accordance with sound and generally accepted principles consistent with normal consulting practice. No other warranty, expressed or implied, including (but not limited to) any warranty or merchantability or fitness for a particular use has been made. In the event that change in the nature, design, or location of the proposed construction is made, or any physical changes to the site occur, recommendations are not be considered valid unless the changes are reviewed by NLO and conclusions of this report are modified or verified in writing. NLO should be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation. Any site involving sloping terrain has inherent risk of earth movement. As a result, the CLIENT agrees to accept full responsibility for all risks associated with steep slopes. The CLIENT acknowledges that this risk cannot be completely eliminated and that engineering and geologic analysis is intended to reduce the inherent risk associated with slopes. No amount of geotechnical engineering and geologic analysis can provide a guarantee of stable slopes. Geotechnical engineering and geologic analyses are based heavily on subjective interpretation, professional judgment, and opinion regarding the physical conditions at a specific site. Subsurface conditions are only documented at those points where samples were taken and interpolation and extrapolation is necessary between and around sample locations. Conditions can vary between samples and can change over time due to natural processes and/or human activity. Analyses and recommendations provided in this report are based in part upon the data obtained from the subsurface exploration. P.O. Box 637.2453 Bethel Avenue • Port Orchard, Washington 98366 Phone: 1(800) 755-1282 • Fax: (360) 876-1487 wo � o N UII v� = 1~ NOTE: TOPOGRAPHY AND PROPERTY LINES WERE ADAPTED FROM KITSAP COUNTY'S PARCEL SEARCH INFORMATION. TOPOGRAPHY AND PROPERTY LINES ARE APPROXIMATE AND HAVE UTILIZED INFORMATION PROVIDED BY KITSAP COUNTY GIS INFORMATION. DURING OUR SITE WORK, A LIMITED SLOPE SURVEY WAS PERFORMED UTILIZING A HAND HELD (SUNTO TYPE PM -5/360C) TO ESTIMATE SLOPE GRADIENTS AND A 300 FOOT FIBERGLASS TAPE WAS UTILIZED FOR SLOPE DISTANCE MEASUREMENTS. THE TEST PIT LOCATIONS WERE AIDED WITH THE ASSISTANCE OF A GPS UNIT. THE TEST PIT LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED AND METHODS USED. ALL PROVIDED MEASUREMENTS, TEST PIT LOCATIONS AND DIMENSIONS ARE TO BE CONSIDERED APPROXIMATE. REVISIONS NO DATE BY I DESCRIPTION ���� rp wasy�NCT� BY DATE A DESIGNED `.A, N,I,,Olson & Associates, Inc. A 359 Q DRAWN Engineering, Planning and Surveying a, Re��399'T5.9 CHECKED FS.SONAL sN° APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P,O, Box 637, Port Orchard, WA 98366 SITE SKETCH Proposed Residential Development Werner Road Preliminary Plat Bremerton, Washington TH PROXIMATE LOCATION E SHOWN ON THE PLANS. 7. (/) z ----i LU 0-1- Uld RAOUND 616TIES E 1 CO TOR'S RESPONSI— OF (STING UTILITIES PRIG :TOR SHALL BE RESPON LE WE TO CONTRAC R'S AND TECT ROUND Attn: Sterling Griffin Harbor Homes 11515 Burnham Dr NW Gig Harbor, WA 98332 FIGURE 2 SCALEeAS SHOWN DATE, March 201.8 DRAWING NUMBER, 10113-18 SHEET OF SCS SOIL MAPPING Attn: Sterling Griffin A SCALD no scale Harbor Homes �=PJ N.L.01son & Associates Inc. DATEi MAR 2018 Werner Road Preliminary Plat Engineering, Planning and Surveying �Rw1Nc N iNt3 RL, Bremerton, Washington 11515 Burnham Dr NW (360) B76_2234 10113-18 Gig Harbor, WA 98332 2453 Bethel Avenue, P.O. Boz 637, Port Orchard, WA 98366 SHEET OF APPENDIX A SUBSURFACE EXPLORATION DISCUSSION TEST PIT LOGS The site soil conditions were explored on March 27, and Mar 28, 2018 by excavating 24 pits at various locations throughout the site, including g proposed access road alignmentsre , ,�fn and detention facilities. The subsurface exploration work was performed with a John ire 350D Track -hoe subcontracted provided by client. The test pits ranged down in'1y to 15 feet below current site grades. The approximate test pit locations are shown '1t attached Site Plan, Figure 2. The test pits logs have been included in this Appendix. Field observation during our preliminary geotechnical investigatiodicates that general site ,, �i 6 conditions consist of a thin mantle of exposed soil underlain by b 6&. The bed rock or basalt had a degree of weathering was gauged with a rock Kamm ' 'llong with visual observation of ''/i heavy Iron Oxide staining. Moderately weathered roc, ' , , was moderately hard, tightly fractured and heavily Iron Oxide stained exhibited "''� "thud" when struck with a rock hammer. Hard and slightly weathered basalt exhibc''' harp "ping" when struck with a rock hammer. Slightly weathered material also red% -fere than one blow with the rock hammer to break an intact hand sample. P Stratification lines designating the interface between soil types in subsurface exploration logs represent approximate boundaries. %e transition between materials may be gradual. The depths represented on our test pits were referenced to present site grades encountered during our subsurface explora ' WI/ The subsurface exploration lobdl�nd related information depicts conditions only at the specific locations and at the pa r time designated on the logs. The passage of time may result in a change of subsurfac, it'ons at these exploration locations. Subsurface conditions at other locations maYqIi conditions occurring at the exploration locations. The nature and extent of varial •©f subsurface conditions between explorations are not known. If variations appear du[ir ditional explorations or construction, reevaluation of recommendations in this report mia.,°'necessary. ce'-' °� ,„ •� ''.iii/ A Test Pit Log L•AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start March 27, 2018 End March 27, 2018 SMC 545' TP -1 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a L USCS Moisture (FT) SYMBOL m Content TPSL Topsoil 4" to 6" 11. '.i. i 1 Brown Silty SAND, Medium Dense, Moist I I - Trace Gravel SM 2 - Fine to Medium Grained Sand ; : r. ; - Roots and Rootlets Generally Less than diameter 3 -At 3, Grades to Dark Gray (7.5YR 4/1) 3 i - Increasing in Density at Depth I .I. 4 - BASALT Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 5 hard, moderately weathered, fine grained, aphanitic 6 - Tightly fractured and mixed with SM top 3" to 6" End of Test Pit at 5 feet 7- 8 9- 10- 101112131415161718 11- 12- 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Drawn By: Date Test Pit Completion Ben Grab SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 A Test Pit Log A!-AIV.L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. 1 IOX 637 Range 1 east, W.M., POR1 ORCHA RD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start Marc, 27, 2018 End March 27, 2018 SM 470' TP -2 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) LISCS _ moisture O N SYMBOL Content TPSL Topsoil 2" to 4" 1 I 1 Brown Silty SAND, Medium Dense, Moist 2 i. i SIM - Trace Gravel I I - Fine to Medium Grained Sand BASALT -Roots and Rootlets Generally Less than2" diameter 3 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 4 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 6" to 12" 5 End of Test Pit at 3 feet 6- 7- 789101112131415161718 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: DateTest Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By: SMC April XX, 2018 ❑ Test Pit Log ki"AN. L. Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O.ROX 63 Range 1 east, W.M., POR ORCH RD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged Subsurface Exploration Ground Surface Elevation Test Pit Number Page s� Mardi 27, 2018 End March 27, 2018 $M 470' TP -3 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(F "_ L 8 LSCS a Moisture• 0 co SYMBOL g Content (%) TPSL Topsoil 3" to 6" Brown Silty SAND, Medium Dense, Moist - Trace Gravel .i. I SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3 -Light Brown and Grayish Brown Mottled Silt, Medium Stiff, Moist 3 ML - Increasing in Density at Depth 4 - Pocket Penetrometer 0.5 5 5- 6- 67Heavily 7 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM from 8' to 13' 10 BASAL 11- 12- 213End 12 13- Endof Test Pit at 13 feet 14- 415161718Contractor 15- 16- 17- 18- Contractor Harbor tors Name 7--1 Sampling Method Grab Drawn By: Date Test Pit Completion en SMC March 31, 2018 11 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By SMC April XX, 2018 ❑ A Test Pit Log L-AN. L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number FTP Page Start End ai 27 2018 March 27, 2018 410 -4 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) ° _ 11SCS F m Moisture O m SYMBOL 0 Content M TPSL Topsoil 2" to 4" 1 Brown Silty SAND, Medium Dense, Moist I I - Trace to No Gravel 2 :I: • I f I � f • I SM 2 - Fine to Medium Grained Sand - Roots and Rootlets Generally Less than 2" diameter 3 . I .I. il 4- 7 Dark Brown Poorly Graded Gravel, Medium Dense to Dense, Mosit 5 -Trace Silt and Clay -Trace Cobbles fi - Subangular Cobbles and Gravel 7 GP $ At 8', Uphill (West) side of pit bedrock with terraced stepping down to east 9 At 9', Water Seepage on SE side of Pit 10 11 Rock becomes grayer in color and less fractured at depth 12 BASALT 12 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 13 moderately weathered, fine grained, aphanitic _ Tightly fractured and mixed with SM top 6" to 12" of pit on east side 14 End of Test Pit at 13 feet 15- 5161718 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 E] Monitoring Well E] Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 9' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ Test Pit Log L-AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: -1 Subsurface Exploration F Ground Surface Elevation Test Pit Number Page Start ae:March 2,, 2o,s End March 27, zo,s 10133 SMC 420Dat' T TP-5 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(PTH t USCS Moisture H� SYMBOL Content TPSL Topsoil 1" to 2" BASALT 1 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 2 - Tightly fractured and mixed with SM top 4" to 6" End of Test Pit at 1 foot 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked BY: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Date Revision By: SMC April XX, 2018 ❑ Test Pit Log A! -&' L-JN.L.Olson&Associates,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page Ma 27 2018 End March 27, zo,a Date:' March SMC 480' TP -6 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION "$ L USCS Moisture D( PTH 6 6 SYMBOL ro Content TPSL Topsoil 4" to 8" i i i 1 Brown Silty SAND, Loose to Medium Dense, Moist - Trace Gravel 2 E i. t SM 2 - Fine to Medium Grained Sand I. ,I• I - Roots and Rootlets Generally Less than !"diameter 3 - Increasing in Density at Depth - Caving at 3' : I: r 1 4- 5 6 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 7 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 8 - BASALT 9- 10- 10111213End 11- 12- 13 - End of Test Pit at 13 feet 14- 415161718 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Drawn By: Date Test Pit Completion Ben Grab SMC March 31, 2018 Monitonng Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By Date SMC April XX, 2018 ❑ Test Pit Log A! -"'AN. L. Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page EndMarch March aarch 27, 2018 27, 2018 485' TP -7 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH _ n E I!r U moistureSCS (FT) j SYMBOL Content TPSL I Topsoil 2" to 4" 1.5 i .i. SM 1 Brown Silty SAND, Loose, Moist - Trace Gravel 2 -Fine to Medium Grained Sand BASALT 3 - Roots and Rootlets Generally Less than diameter avily Iron Oxide Stained Crescent Formation BASALT, moderately moderately weathered, fine grained, aphanitic 4 thard, ghtly fractured and mixed with SM top 6" to 12" 5 End of Test Pit at 3 feet 6- 7- 789101112131415161718Contractor 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 - Contractor Harbor Operators Name Sampling Method Drawn By- Date Test Pit Completion Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By:Date SMC April XX, 2018 ❑ A Test Pit Log A! -,"AN. L.Oison&Associates,lnc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation 490' Test Pit Number Page Start March EndMefCh 27 20,8 27, 2018 TP -8 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH r USCS Moisture (F� SYMBOL CS C Content (%) TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Loose, Moist SNI - Trace Gravel 2 - Fine to Medium Grained Sand -Roots and Rootlets Generally Less than 2"diameter 3 3 Brownish Gray Poorly Graded SAND, Loose, Moist 4 - Trace Gravel, Trace to No Silt - Fine to Medium Grained Sand 5 - Subrounded to Subangular Gravel SP 6 7 Iron Oxide Stained at 7' 8 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM BASALT 11 - Minor Caving 12- 2131415 13- 14-- 15— End of Test Pit at 14 feet 16 17 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well El Piezometer Equipment Groundwater Elevation Checked By: Date Deere 3500 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes:❑ Revision By, Date SMC April XX, 2018 ❑ Test Pit Log L-,'AIV.L.Olson&Associates,lnc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start End Date: arch 27, 2018 27, 2018 450' TP -9 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) t LISCS Moisture SYMBOL y o Content N TPSL Topsoil 2" to 6" 2 1 Brown Silty SAND, Loose, Moist T .1'.1 SM - Trace Gravel 2 - Fine to Medium Grained Sand .i. i - Roots and Rootlets Generally Less than2" diameter 3 Brownish Gray Sandy SILT, Dense, Moist ML 4 - Trace to No Clay and Gravel - Fine to Medium Grained Sand 5 - Subrounded Gravel 6 6- 7 7 At T, Graded to Gray Color BASALT U Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic 10 End of Test Pit at 8 feet 11- 112131415161718 12- 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By: Date SMC April XX, 2018 Ak Test Pit Log A! -,"A N. L.41son&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page StarEnd March 27, 2018 March 27, 2018 540' TP -10 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH USCS Moisture '-a to SYMBOL o Content (%) TPSL Topsoil 4" to 6" 2 i' i, i 1 Brown Silty SAND, Loose, Moist Trace Gravel XI: t '1 2 - Fine to Medium Grained Sand a SM t - Roots and Rootlets Generally Less than !"diameter 3 I .I. 4 Brown Poorly Graded SAND, Medium Dense, Moist 4 = `� 5 - Trace Gravel, Trace to No Silt ' SP - Fine to Medium Grained Sand 6 - Subrounded to Rounded Gravel .7M 7 - Heavily Iron Oxide Stained Crescent Formation BASALT, moderately g hard, moderately weathered, fine grained, aphanitic ASALT - Tightly fractured and mixed with SM 10 -Less fractured at depth 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well � Piezometer Equipment Deere 350D Excavator Groundwater Elevation No Ground Water Detected Checked By: Date WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 ❑ ,''; Test Pit Log L -JN. L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number FTP Page End Start March 27, 2018 March 27, 2018 490' -11 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH a E USCS G Moisture (FT) r j SYMBOL Q a Content (%) TPSL Topsoil 2" to 4" 1 Brown Silty SAND, Medium Dense, Moist I .l. SM Trace Gravel 2 - Fine to Medium Grained Sand 2 v ;;:. i : >:;; SP - Roots and Rootlets Generally Less than2" diameter BASAL Gray Poorly Graded SAND with Gravel, Medium Dense, Moist - Trace to No Silt 4 - Fine to Medium Grained Sand - Subrounded to Rounded Gravel 5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 6 hard, moderately weathered, fine grained, aphanitic End of Test Pit at 3 feet 7 8 9 10 11 12 13 14 15 16 17 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Dale Test Pit Completion Ben SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes: Revision By: Date SMC April XX, 2018 a � Test Pit Log L �N.L.Olson&AssociateS,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page End March arch 27, 2018 March 27, 2018 545' TP -12 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH Z.8 USCS a Moisture SYMBOL Content TPSL Topsoil 2" to 6" .i• i 1 Brown Silty SAND, Medium Dense, Moist 1 1 - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than !"diameter to a depth of 3' 4 1: �..1 4- M ' •J . r..1 I 1 5 • 'I SM 1 I • I . f P I� I 1: 1 .I .I 7 J. 1, 1 8 9 :1: r 'I g J: + i At 9', Grades to Dark Brown Silty SAND, Dense, Moist .1 : i 1 10 -Trace Cobbles, Trace to No Boulders .r. 1 J - Subrounded to Subangular Gravel, Cobbles anb Boulders 11 11 Dark Brown SILT, Stiff, Moist 12 -Gravel sized Gypsum Nodules ML - Subrounded to Subangular Gravel 13 14 End of Test Pit at 14 feet 15 61718 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By. DateTest Pit Completion Ben SMC March 31. 2018 a Monitoring Well 1:1 Piezometer Equipment Deere 350 Excavator Groundwater Elevation Checked By: Date No Water Detected WRJ April XX. 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 A L'-`AN.L.Qlson&Associates, Inc. Test Pit Log Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By SMC Subsurface Exploration Ground Surface Elevation Test Pit Number page End ,,91farlara, 28, 20,8 March 28, 2018 540 TP -13 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH USCS Moisture C N SYMBOL m Content TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Medium Dense, Moist ..i. i - Trace to No Gravel SM 2 - Fine to Medium Grained Sand + ' -Subrounded to Rounded Gravel 3 : ; •J:.I :r 1i I 3 - Roots and Rootlets Generally Less than diameter to a depth of 4' d i I 4 J At 4', Iron Oxide Staining 5 . I .I. 5 Gray Brown Mottled Silt, Stiff, Wet ML 6 -Trace Clay and Trace to No Gravel 6 i I : i I Ir - Subrounded to Rounded Gravel t . i' .i 7— Gray Brown Silty Sand, Dense, Moist 8 - Fine to Medium Grained I I I SM - Trace Gravel 9 - Subrounded to Subangular Gravel + I - Iron Oxide Staining at 7' T .I -r ;i I 10 I .I. 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Deere 350 Excavator Groundwater Elevation Wet Soils at 5' Checked By: Date WRJ April XX, 2018 ® Abanonded and backfilled FI Notes: Revision By Date SMC April XX, 2018 EJ ,A 2USCS Test Pit Log A.JN.L.Qlson&Associates, Inc. DEPTHQO rA Engineering, Planning and Surveying Werner Road Preliminary Plat Content 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By: SMC Subsurface Exploration 1 Ground Surface Elevation _7TP-14 Test Pit Number Page End Sta March - Trace to No Gravel 2s, 2o1s March 28, 2018 480' 2 1 of 1 General Surface 3ML Notes 3 - Roots and Rootlets Generally Less than 2' diameter Conditions: SAMPLE COLLECTION 2USCS Moisture DEPTHQO rA SYMBOL Content TPSL Topsoil 2" to 6" .i. SM 1 Brown Silty SAND, Medium Dense, Moist - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3ML 3 - Roots and Rootlets Generally Less than 2' diameter Light Brown Sandy SILT/CLAY, Stiff, Wet 4 -Trace to No Gravel 5 - Subrounded to Subangular Gravel - Increasing in density after 3' 6 6 I I Dark Brown Silty SAND, Dense, Moist r: f 7 - Trace Gravel .i• 'k I - Fine to Medium Grained Sand i' i, i „ 'I SM 8 - Subrounded to Subangular Gravel .•I I I :r• I g • .r t.l r . I 10 I .i. 11 End of Test Pit at 11 feet 12- 2131415161718Contractor 13- 14- 15- 16- 17- 18- Contractor Harbor Operators Name Sampling Method Grab Drawn By Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator Wet Soils at 3' WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 Test Pit Log A!-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StarMarch 27, 2018 t Date.End March 27, 2018 10133 SSMC 420' TP -15 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION U CL 2 USCS Moisture DEPTH � SYMBOL Content (°/0) TPSL Topsoil 2" to 3" SM 1 Brown Silty SAND, Loose to Medium Dense - Trace to No Gravel 2 -Fine to Medium Grained Sand BASAL 3 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic - Tightly fractured and mixed with SM top 6" to 12" 4 End of Test Pit at 3 foot 5- 6- 6789101112131415161718 7- 8- 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well L1Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled F]Revision Notes: By Date SMC April XX, 2018 A Test Pit Log L-*'AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. 13OX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMG Subsurface Exploration Ground Surface Elevation 455' Test Pit Number Page Start End arch 28, 2016 March 28, 2018 TP -16 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DM _ a g uSCS Moisture (F� tIc N SYMBOL o Content N TPSL Topsoil 4" to 6" Brown Silty SAND, Medium Dense, Moist •�:.I ' I SM - Trace to No Gravel j 1 2 - Fine to Medium Grained Sand .i. I -Subrounded to Rounded Gravel s.3 - Roots and Rootlets Generally Less than 2" diameter q Grayish Brown Well Graded SAND, Medium Dense, Wet -Trace to Gravel ' S - Medium to Coarse Sand - Subrounded to Subrounded Gravel .` 6 - Gravel Interbeds 7- 8— 8SW SW g t. 10 �' 11 :: Increased Gravel Content at depth 12 12 - At 13' Caving 13 ' 14 BASALT',,Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, moderately weathered, fine grained, aphanitic 16 - Tightly fractured and mixed with SM End of Test Pit at 15 feet 718Co17- 18- Contractor ntractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well 7 Piezometer Equipment Groundwater Elevation Checked By Date Deere 350 Excavator Wet Soils at 5' WRQ April XX, 2018 ® Abanonded and backfilled Notes Date Revision By: SMC April XX, 2018 A Test Pit Log A-"'AN.L.OlsonUssociates,Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. 10133 Logged By' SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page End Start Mar& 28, 201s March 28, 2018 440' TP -17 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH 2 USCS C- Moisture SYMBOL Content TPSL Topsoil 2" to 6" 1 Brown Silty SAND, Medium Dense, Moist SM .I. I - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 -Roots and Rootlets General) Lessthan �" diameter Brownish Gray Sandy SILT, Stiff, Moist 4 - Trace Clay and Trace to No Gravel 5 5 - Roots Until 6' - 1.25 Pocket Pentrometer ML 6 - Iron Oxide Staining at 5 7- 8 8 -Density and Moisture Increase at Depth starting at about 8' 9 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately 10 hard, heavily weathered, fine grained, aphanitic BASALT - Tightly fractured and mixed with SM 11 -Less fractured at depth _12- 2End Endof Test Pit at 12 feet 13- 31415161718 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350 Excavator No Water Detected WRJ April XX, 2018 ® Abanonded and backfilled Notes. Revision By: Date SMC April XX, 2018 ❑ A Test Pit Log L-1N.L.Olson &Associates,Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By Subsurface Exploration Ground Surface Elevation Test Pit Number Page s�itea�ci, 28, zols EndMarch 28, lois 10133 SMC 440' TP -18 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH 2 a L n USCS Moisture F € rn SYMBOL Content TPSL Topsoil 4" to 6" SM 1 Brown Silty SAND, Medium Dense, Moist .I.i. - Trace to No Gravel 2 - Fine to Medium Grained Sand `:: brounded to Rounded Gravel 3 :<;:::;: 3 L-Rootsand Rootlets Generally Less than diameter Brownish Gray Poorly Graded Sand, Dense, Moist 4 4 SM -SP - Trace Silt - Fine to Medium Grained Sand >� 5- - Clay Interbeds 6- 7- 7 Brownish Gray Sandy Silt, Stiff, Moist 13 8 -Trace to No Boulder (Similar to other test pit weather rock) -Fine to Medium Grained Sand 9 - Pocket Penetrometer 1.0 ML 10 At 10', Heavy Water Seepage 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 10' WRJ April XX, 2018 ® Abanonded and backfilled Notes:❑ Revision By Date SMC April XX, 2018 A Test Pit Log L-"AN.L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Stan March 28, 2018 EndMatrch 28, 2o1s 10133 SMC 440' TP -19 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION `-' _ LISCS Moisture D(FT) 0 SYMBOL m Content TPSL Topsoil 4" to 8" Brown Silty SAND, Medium Dense, Moist SM - Trace to No Gravel 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel 3 -Roots and Rootlets General) Less than �" diameter Brownish Gray Sandy SILT/CLAY, Stiff, Moist 4 - Fine Grained Sand 55 - Increasing Density at Depth -At 5' and 7', Iron Oxide Staining 6 ML 7- 8 9 ff 10 11 At 11 ", Moderate Water Seepage 0 -12 -Heavily IBASALTI Iron Oxide Stained Crescent Formation BASALT, moderately 13 hard, heavily weathered, fine grained, aphanitic - Tightly fractured and mixed with SM 14 End of Test Pit at 13 feet 15- 5161718 16- 17- 118 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 11' WRJ April XX, 2018 ® Abanonded and backfilled Notes: Date Revision By: SMC April XX, 2018 ❑ A Test Pit Log A�-JN. L.Olson&Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page Start arch 28, 2018 End March 28, 2018 10133 SMC 535' TP -20 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTHHSYMBOL CL USCS Moisture Content (%) TPSL Topsoil 4" to 8" 1 Brown Silty SAND, Medium Dense, Moist 1.5 ';' i Trace to No Gravel JI i` i 2 - Fine to Medium Grained Sand -Subrounded to Rounded Gravel �..iSM tia 3 - Roots and Rootlets Generally Less than2" diameter 4 I II ;I 4 BASALT 5 Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hard, heavily weathered, fine grained, aphanitic 6 - Top 4" to 6" tightly fractured and mixed with SM End of Test Pit at 5 feet 7- 8- 89101112131415161718Contractor 9- 10- 11- 12- 13- 14- 15- 16- 17- 18 - Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Date Revision By: SMC April XX, 2018 Test Pit Log A!*' L-JN. L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number. Logged By: Subsurface Exploration Ground Surface Elevation Test Pit Number Page StartMarch 28, 2018 End March 28, 2018 10133 SMC 535bate:' TP-21 1 Of 1 General Surface Notes Conditions: SAM PLE COLLECTION USCS _ Moisture D(FT) rn SYMBOL d Content TPSL Topsoil 3" to 6" Brown Silty SAND, Medium Dense, Moist I - Trace to No Gravel 2 - Fine to Medium Grained Sand 2 •i :i''I -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter SM 4 At 2', Grades to Light Brown .' I I: •I r I 5 T .r'.I 4 I i .r 6-At 6.5', Light Water Seepage . .1. 7-Brownish Gray Sandy SILT, Stiff, Moist 7 8 - Trace Clay - Fine Grained Sand 9 - Pocket Penetrometer 2.0 ML 10 11 End of Test Pit at 11 feet 12- 2131415161718 13- 14- 15- 16- 17- 181 Contractor Operators Name Sampling Method Drawn By. Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator Water Seepage at 6.5' WRJ April XX, 2018 ® Abanonded and backfilled ❑ NotesDate Revision By: SMC April XX, 2018 ❑ Test Pit Log L-.►N-L.01son &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By Subsurface Exploration Ground Surface Elevation FTest Pit Number Page Start Da e: 2s, 2018 End March 28, 2018 SMC 450' TP -22 1 Of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(FT) .2-6 n USCS vMoisture SYMBOLa Content (%) TPSL Topsoil 4" to 6" 1.5 i' i SM 1 Brown Silty SAND, Medium Dense, Moist .i. - Trace to No Gravel - Fine to Medium Grained Sand 2 -Subrounded to Rounded Gravel BASALT3 - Roots and Rootlets Generally Less than'" diameter _j Heavily Iron Oxide Stained Crescent Formation BASALT, moderately hrd, dtleathered, fine grained, aphanitic 4 4 �;ly \ __70-p- fractured and mixed with SM 5 - End of Test Pit at 4 foot 6 7- 8- 8910111213141516 9- 10- 11- 12- 13- 14- 15- 16- 17- 1718 18 Contractor Operators Name Sampling Method Drawn By: Date Test Pit Completion Harbor Ben Grab SMC March 31, 2018 Monitoring Well � Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ED Notes: Revision By Date SMC April XX, 2018 El a Test Pit Log A! -"A N. L.Olson &Associates, Inc. Werner Road Preliminary Plat Engineering, Planning and Surveying 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SSMC Subsurface Exploration Ground Surface Elevation 450' Test Pit Number Page EndDa March arch 28, 2016 March 28, 2018 TP -23 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION DEPTH L) .n° 129 vLISCS Moisture SYMBOL Content (%) TPSL Topsoil 3" to 6" is i 'I SM 1 Brown Silty SAND, Medium Dense, Moist I I I - Trace to No Gravel 2i 2 - Fine to Medium Grained Sand ;i I I I -Subrounded to Rounded Gravel .l, . I .I. 3 - Roots and Rootlets Generally Less than 2' diameter Gray Poorly Graded SAND with Gravel, Medium Dense, Moist 4 - Trace to No Silt SP - Fine to Medium Grained Sand 5 - Subrounded to Rounded Gravel ' = - Zones of Organics (Dark Brown Material) 6- 6 Ligth Brown SILT, Medium Stiff, Moist 7 -Trace Clay -Iron Oxide Staining g -Mottling - Pocket Penetrometer 1.0 9 -At 8', Iron Oxide Staining ML 10 10 At 10', Grades Brown Sandy SILT, Very Stiff, Moist 11 -Trace Clay - Trace to No Gravel 12 13 End of Test Pit at 13 feet 14- 415161718 15- 16- 17- 18 Contractor Harbor Operators Name Sampling Method Grab Drawn By: Date Test Pit Completion Ben SMC March 31, 2018 ❑ Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes Date Revision By' SMC April XX, 2018 ❑ A Test Pit Log A!-JN.L.Olson&Associates, Inc. Engineering, Planning and Surveying Werner Road Preliminary Plat 2453 BETHEL AVENUE Portion of Southeast Quarter of Section 20, Township 24, P.O. BOX 637 Range 1 east, W.M., PORT ORCHARD, WASHINGTON 98366-0637 Kitsap County, WA Job Number: 10133 Logged By: SMC Subsurface Exploration Ground Surface Elevation Test Pit Number Page s� End March 28, 2018 March 28, 2018 rc 450' TP -24 1 of 1 General Surface Notes Conditions: SAMPLE COLLECTION D(F� L a a USCS Moisture rn SYMBOL m o Content (%) TPSL 1 Topsoil 2" to 4" SM 1 Brown Silty SAND, Loose to Medium Dense, Moist - Trace to No Gravel 2 2 - Fine to Medium Grained Sand BASAL -Subrounded to Rounded Gravel 3 - Roots and Rootlets Generally Less than 2" diameter vily Iron Oxide Stained Crescent Formation BASALT, moderately 4 Lhard,,Heavilyweathered, fine grained, aphanitic ly fractured and mixed with SM top 4" to 6" 5 End of Test Pit at 2 foot 6 7 8 9 10 11 12 13 14 15 16 17 18 ContractorOperators Harbor Name Sampling Method Grab Drawn By- Date Test Pit Completion Ben SMC March 31, 2018 Monitoring Well ❑ Piezometer Equipment Groundwater Elevation Checked By: Date Deere 350D Excavator No Ground Water Detected WRJ April XX, 2018 ® Abanonded and backfilled ❑ Notes: Revision By: Date SMC April XX, 2018 GTC #18-054 Gibson Traffic Consultants, Inc. 2813 Rockefeller Avenue Suite B Everett, WA 98201 425.339.8266 7700 Werner Road Traffic Impact Analysis Jurisdiction: City of Bremerton April 2018 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com i GTC #18-054 TABLE OF CONTENTS 1. INTRODUCTION ................................................................................................................... 1  2. PROPOSED SITE DEVELOPMENT & ACCESS ................................................................ 1  3. METHODOLOGY & ANALYSIS SCOPING ....................................................................... 3  4. EXISTING CONDITIONS ..................................................................................................... 5  4.1 Road Network .................................................................................................................. 5  4.2 Collision Analysis ............................................................................................................ 5  4.3 Existing Volumes and Level of Service ........................................................................... 6  5. FUTURE CONDITIONS ........................................................................................................ 7  5.1 Trip Generation ................................................................................................................ 7  5.2 Trip Distribution ............................................................................................................. 10  5.3 2038 Baseline Volumes and Level of Service ............................................................... 10  5.4 2038 Future with Development Volumes and Level of Service .................................... 10  5.5 Potential Improvements .................................................................................................. 17  5.5.1. SR-3 Southbound Ramps at W Loxie Eagans Boulevard ....................................... 18  5.5.2. S National Avenue at W Loxie Eagans Boulevard ................................................. 18  6. Traffic Mitigation Fees .......................................................................................................... 18  7. CONCLUSIONS ................................................................................................................... 19  LIST OF FIGURES Figure 1: Site Vicinity Map ............................................................................................................ 2  Figure 2: Existing Turning Movement Volumes – AM Peak-Hour ............................................... 8  Figure 3: Existing Turning Movement Volumes – PM Peak-Hour ................................................ 9  Figure 4: Development Trip Distribution – AM Peak-Hour ........................................................ 11  Figure 5: Development Trip Distribution – PM Peak-Hour ......................................................... 12  Figure 6: 2038 Baseline Turning Movements – AM Peak-Hour .................................................. 13  Figure 7: 2038 Baseline Turning Movements – PM Peak-Hour .................................................. 14  Figure 8: 2038 Future with Development Turning Movements – AM Peak-Hour ...................... 15  Figure 9: 2038 Future with Development Turning Movements – PM Peak-Hour ....................... 16  LIST OF TABLES Table 1: Level of Service Criteria for Intersections ........................................................................ 4  Table 2: Collision Data Summary................................................................................................... 5  Table 3: 5-Year Collision Rate Calculation .................................................................................... 6  Table 4: Existing Level of Service Summary ................................................................................. 7  Table 5: Trip Generation Summary ................................................................................................ 7  Table 6: Future Level of Service Summary .................................................................................. 17  7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com ii GTC #18-054 ATTACHMENTS AM Count Data and Turning Movement Calculations .................................................................. A  PM Count Data and Turning Movement Calculations ................................................................... B  AM Level of Service Calculations .................................................................................................. C  PM Level of Service Calculations ................................................................................................. D  Collision Data ................................................................................................................................. E  Site Plan .......................................................................................................................................... F  7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 1 GTC #18-054 1. INTRODUCTION Gibson Traffic Consultants (GTC) has been retained to complete a traffic impact analysis (TIA) for the proposed 7700 Werner Road development per City of Bremerton scoping discussions. The scoping and analysis methodology for the 7700 Werner Road follows the City of Bremerton TIA requirements. This report summarizes GTC’s traffic analysis and findings that include: 1) Proposed site development and access 2) Existing site conditions 3) Trip generation, trip distribution 4) Existing, baseline and future with development volumes and level of service 5) Collision history 6) Mitigation fee identification Matthew Palmer, responsible for the traffic analysis and report, is a licensed professional engineer (Civil) in the State of Washington and a current member of the Washington State section of ITE. 2. PROPOSED SITE DEVELOPMENT & ACCESS The development is located on the south side of Werner Road, west of Nollwood Lane. The development is purposing to construct 294 single-family units on an undeveloped site. The development’s proposed access is located approximately 1,550 feet to the west of Nollwood Lane along Werner Road. A site vicinity map is included in Figure 1. 7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054SUNNYHILL RD SN#6#5#4#3#2#1SITE VICINITYMAPFIGURE 1LEGENDDEVELOPMENT SITESTUDY INTERSECTION#XXX#7 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 3 GTC #18-054 3. METHODOLOGY & ANALYSIS SCOPING Site traffic generation estimates for the new use is based on data in the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition (2017). Average trip generation rates were utilized to estimate the weekday daily, AM and PM peak-hour trips. The distribution of trips is based on previously approved traffic studies for similar uses in the site vicinity and discussions with City staff; distributions were modified per city staff input. The traffic volumes at the study intersections are based on count data collected in January 2018 and March 2018 by the independent count firms Idax and TC2. The future traffic volumes were calculated using a 1.2% annually compounding growth rate, the growth rate was given to GTC by City staff. The future analysis in this report has been performed for the year 2038, a 20-year horizon period. Traffic congestion on roadways is generally measured in terms of level of service (LOS) at critical intersections. In accordance with the 2010 Highway Capacity Manual, roadway facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over-capacity conditions. The level of service at signalized intersections and all- way stop-controlled intersections are based on the average stopped delay for all entering vehicles. The level of service at two-way stop-controlled intersections is based on stopped delay times for the critical approach or movement(s). Geometric characteristics and conflicting traffic movements are taken into consideration when determining level of service values. The City of Bremerton has an acceptable intersection level of service threshold of LOS D. A summary of the level of service criteria has been included in Table 1. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 4 GTC #18-054 Table 1: Level of Service Criteria for Intersections Level of 1 Service Expected Delay Intersection Control Delay (Seconds per Vehicle) Unsignalized Intersections Signalized Intersections A Little/No Delay <10 <10 B Short Delays >10 and <15 >10 and <20 C Average Delays >15 and <25 >20 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <50 >55 and <80 F Extreme Delays2 >50 >80 A peak-hour level of service has been performed using the Synchro 9.2, Build 914 software developed by Trafficware. The following six intersections were analyzed as a part of this report: 1. Sunnyhill Road S at Werner Road – Unsignalized 2. Union Avenue W at Werner Road – Signalized 3. Oyster Bay Avenue N at Werner Road/W Loxie Eagans Boulevard – Signalized 4. SR-3 southbound Ramps at W Loxie Eagans Boulevard – Unsignalized 5. SR-3 northbound Ramps at W Loxie Eagans Boulevard – Signalized 6. S National Avenue at W Loxie Eagans Boulevard – Signalized 1 Source: Highway Capacity Manual 2010. LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: Generally stable traffic flow conditions. LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable. LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal). LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. 2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 5 GTC #18-054 4. EXISTING CONDITIONS 4.1 Road Network In the site vicinity, Werner Road is a 2-lane local street with a posted speed limit of 35 mph. There is a 1-foot paved shoulder on the north and south side of the road near the development. From Ida Street W to Oyster Bay Avenue N, it is classified as a major collector with a posted speed limit of 35 mph and has some pedestrian facilities. 4.2 Collision Analysis Collision data along Werner Road at the study intersections was obtained from WSDOT. Collision data from January 1, 2013 through December 31, 2017, a 5-year period, was analyzed for the study intersections. Table 2 summarizes the data received by WSDOT. Table 2: Collision Data Summary Intersection Collision Type Total Collisions Collisions Per Year Rear- End Entering at Angle Opp. Dir. Sideswipe Same Dir. Ped. / Cyclist Fixed Object/ Other Sunnyhill Rd S at Werner Rd 0 1 0 0 0 0 0 1 0.2 Union Ave W at Werner Rd 3 2 2 0 1 1 4 13 2.6 Oyster Bay Ave S at Werner Rd 6 1 7 1 1 0 2 18 3.6 SR-3 SB Ramps at W Loxie Eagans Blvd 1 11 2 1 0 0 1 16 3.2 SR-3 NB Ramps at W Loxie Eagans Blvd 8 1 33 2 1 0 1 46 9.2 National Avenue S at W Loxie Eagans Blvd 1 3 1 1 1 0 1 8 1.6 The 5-year collision rate has been calculated using PM peak-hour volumes and a K-factor of 10 for conversion to average daily traffic. The 5-year collision rates are summarized in Table 3. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 6 GTC #18-054 Table 3: 5-Year Collision Rate Calculation Intersection PM Peak-Hour Intersection Vol. K-Factor Total Collisions Collision Rate3 Sunnyhill Rd S at Werner Rd 194 10 1 0.28 Union Ave W at Werner Rd 1,248 10 13 0.57 Oyster Bay Ave S at Werner Rd 1,893 10 18 0.52 SR-3 SB Ramps at W Loxie Eagans Blvd 2,179 10 16 0.40 SR-3 NB Ramps at W Loxie Eagans Blvd 2,180 10 46 1.16 National Avenue S at W Loxie Eagans Blvd 2,007 10 12 0.33 The intersection of SR-3 Northbound Ramps at W Loxie Eagans Boulevard had the highest collision rate of the study area. Vast majority of collision were opposite left-turns. The intersection does not have eastbound left-turn channelization or a protected eastbound left-turn phase, both of which would help reduce the number of opposite direction collisions. WSDOT has published collision data for the Olympic Region in the 2011 Annual Collision Summary (the latest report that provides data for different road types). The average collision rate for State Routes in the Olympic Region is 1.82 collisions per Million Vehicle Miles (equivalent to Million Entering Vehicles at an intersection) for principal arterials. All the intersections have collision rates per million entering vehicles below 1.2, which is below the average rate for the area. 4.3 Existing Volumes and Level of Service Existing turning movement counts at the study intersections were conducted by the independent count firm, Idax and TC2, in January and March 2018. The existing AM and PM peak-hour turning movement volumes at the study intersections are shown in Figure 2 and Figure 3 respectively. The existing level of service analysis was performed using the existing lane configurations, control, peak-hour factors and heavy-vehicle factors. The analysis shows that most of the study intersections currently operate at LOS C or better. The intersection that is not currently operating at LOS C or better is SR-3 southbound Ramps at W Loxie Eagans Boulevard. This intersection currently operates at LOS F. This intersection is discussed in more detail later in this report. The existing level of service is summarized in Table 4. 3 The collision rate is based on Million Entering Vehicles. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 7 GTC #18-054 Table 4: Existing Level of Service Summary Intersections Control Peak- Hour 2018 Existing Conditions LOS Delay 1. Sunnyhill Road S at Werner Road Unsignalized AM B 10.0 sec PM A 9.7 sec 2. Union Avenue W at Werner Road Signalized AM A 9.5 sec PM C 20.9 sec 3. Oyster Bay Avenue N at W Loxie Eagans Boulevard Signalized AM A 9.7 sec PM B 15.9 sec 4. SR-3 Southbound Ramps at W Loxie Eagans Boulevard Unsignalized AM F 91.2 sec PM F 396.3 sec 5. SR-3 Northbound Ramps at W Loxie Eagans Boulevard Signalized AM B 10.5 sec PM B 14.0 sec 6. S National Avenue at W Loxie Eagans Boulevard Signalized AM B 17.9 sec PM C 35.0 sec 5. FUTURE CONDITIONS 5.1 Trip Generation Trip generation calculations for the proposed development are based on national research data for land uses contained in the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 10th Edition (2017). The trip generation calculations for the development are based on the average trip generation rates for ITE Land Use Code 210, Single-Family Detached Housing. The trip generation calculations have been based on the total number of new units. The trip generation of the 294 single family dwelling units is summarized in Table 5. Table 5: Trip Generation Summary 294 Single-Family Units Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total Generation Rate 9.44 trips per unit 0.74 trips per unit 0.99 trips per unit Splits 50% 50% 100% 25% 75% 100% 63% 37% 100% Trips 1,388 1,387 2,775 55 163 218 183 108 291 The 7700 Werner Road development will generate approximately 2,775 average daily trips with 218 AM peak-hour trips and 291 PM peak-hour trips. OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SNFIGURE 2EXISTINGTURNING MOVEMENTVOLUMESAM PEAK-HOUR253136610929933214121055843672772981601450167559115511324167336144943471861531628781455362571467957824733601111318260100 OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SN33919613711123066973956719191679136235190109644190813413187436513666519411721232538235142816553781212007975449012144398517855355340FIGURE 3EXISTINGTURNING MOVEMENTVOLUMESPM PEAK-HOUR 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 10 GTC #18-054 5.2 Trip Distribution The trip distribution is based on approved distributions for similar developments in the site vicinity. It is anticipated that 36% of the development’s trips will travel to and from the south, ten percent along Union Avenue W, two percent along Oyster Bay Boulevard, twenty-two percent along SR-3 and two percent along S National Avenue. It is estimated that 28% of the development’s trips will travel to and from the east along Arsenal Way. The remaining 36% of the development’s trips will travel to and from the north, five percent along Sunnyhill Road S, five percent along Auto Center Boulevard, three percent along Auto Center Way, twenty percent along SR-3 and three percent along S National Avenue. A detailed trip distribution for the AM and PM peak-hours are shown in Figure 4 and Figure 5 respectively. 5.3 2038 Baseline Volumes and Level of Service The 2038 baseline (future without development) turning movement volumes have been calculated by applying a 1.2% annually compounded growth rate to the existing volumes per City of Bremerton staff. The 2038 baseline AM and PM peak-hour turning movement volumes are shown in Figure 6 and Figure 7 respectively. Most of the study intersections will continue to operate at LOS D or better under the 2038 baseline conditions. The intersections of SR-3 Southbound Ramps at W Loxie Eagans Boulevard and W Loxie Eagans Boulevard at S National Avenue will operate at LOS F and LOS E respectively under the 2038 baseline conditions. The 2038 baseline level of service results are summarized in Table 4. These intersections are discussed in more detail later in this report. 5.4 2038 Future with Development Volumes and Level of Service The 2038 future with development turning movement volumes have been calculated by adding the development’s trips to the 2038 baseline turning movement volumes. The 2038 future with development AM and PM peak-hour turning movement volumes are shown in Figure 8 and Figure 9 respectively. The 7700 Werner Road development will add trips to two intersections that are anticipated to operate at LOS E or worse, SR-3 Southbound Ramps at W Loxie Eagans Boulevard and W Loxie Eagans Boulevard at S National Avenue. The 2038 future with development level of service results are summarized in Table 6. 7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054SUNNYHILL RD SNLEGEND25AWDTPEAKAM(DAILY/PEAK HOUR)NEW SITE TRAFFICTRIP DISTRIBUTION %FIGURE 4PROJECT TRIPDISTRIBUTIONAM PEAK-HOUR11555332022611 361252781016552,775163100583235139832055533111552358332813953155234222138 7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054SUNNYHILL RD SNLEGEND25AWDTPEAKPM(DAILY/PEAK HOUR)NEW SITE TRAFFICTRIP DISTRIBUTION %FIGURE 5PROJECT TRIPDISTRIBUTIONPM PEAK-HOUR37555222022611 24401827810111832,775108100383535139592055522374552238335513959455221522298 OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SNFIGURE 62038 BASELINETURNING MOVEMENTSAM PEAK-HOUR3251470140384441179313361055853523782031860215718148651730212427183119459236194203699187046329185100721046044761143409334128 OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SN24914711423888123501891324201001732982411388152411,03252451132416733614494347186151836207049915425491236962215456411108224301,085451432FIGURE 72038 BASELINETURNING MOVEMENTSPM PEAK-HOUR OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SNFIGURE 82038 FUTUREWITH DEVELOPMENTTURNING MOVEMENTSAM PEAK-HOUR#7WERNER RD @SITE ACCESS32514821734384411853144610558637041120618602267481486517322124681831194614359227203615126225463212185144721046091220717143427421164103551630088#7 OYSTER BAY AVE N @ WERNER RD7700 WERNER ROAD294 SINGLE FAMILY DWELLINGSCITY OF BREMERTONTRAFFIC IMPACT STUDYIBSONTRAFFICCONSULTANTSG 1ST STARSENAL WAYKITSAP WAYWERNER RDS NATIONAL AVEUNION AVE WSINCLAIR ST6TH ST11TH ST3RD AVE WCHARLESTON BLVDSITEGTC #18-054#6#1#2#3#4#5LEGENDPEAK-HOURTURNING MOVEMENT VOLUMEXXX#1SUNNYHILL RD S @WERNER RD#2UNION AVE W @WERNER RD#4SR-3 SB RAMPS @W LOXIE EAGANS BLVD#3#5SR-3 NB RAMPS @W LOXIE EAGANS BLVD#6S NATIONAL AVE @W LOXIE EAGANS BLVDSUNNYHILL RD SN#7WERNER RD @SITE ACCESS24915111644248123521895024201001773102631408152781,133524237558817398224614927333556746273620244920215425418123216622154562216195334301,1465094568818310800103#7FIGURE 92038 FUTUREWITH DEVELOPMENTTURNING MOVEMENTSPM PEAK-HOUR 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 17 GTC #18-054 Table 6: Future Level of Service Summary Intersections Peak- Hour 2018 Existing Conditions 2038 Baseline Conditions 2038 Future w Development LOS Delay LOS Delay LOS Delay 1. Sunnyhill Road S at Werner Road AM B 10.0 sec B 10.5 sec B 13.0 sec PM A 9.7 sec B 10.1 sec B 13.4 sec 2. Union Avenue W at Werner Road AM A 9.5 sec B 11.3 sec B 13.2 sec PM C 20.9 sec D 39.2 sec D 48.0 sec 3. Oyster Bay Avenue N at W Loxie Eagans Boulevard AM A 9.7 sec B 10.9 sec B 11.9 sec PM B 15.9 sec B 19.6 sec C 21.2 sec 4. SR-3 Southbound Ramps at W Loxie Eagans Boulevard AM F 91.2 sec F 498.1 sec F 657.9 sec PM F 396.3 sec F +600 sec F +600 sec 5. SR-3 Northbound Ramps at W Loxie Eagans Boulevard AM B 10.5 sec B 14.5 sec B 16.3 sec PM B 14.0 sec C 20.3 sec C 23.2 sec 6. S National Avenue at W Loxie Eagans Boulevard AM B 17.9 sec C 23.0 sec C 24.8 sec PM C 35.0 sec E 65.1 sec E 73.5 sec 7. Site Access at Werner Road AM --- --- --- --- A 9.6 sec PM --- --- --- --- A 9.4 sec The turning movement and level of service calculations are included in the attachments. 5.5 Potential Improvements Under the 2038 future with development conditions there are two intersections that are anticipated to operate at either LOS E or LOS F. The majority of these level of service failures appear to be the result of vehicles bypassing SR-3 southbound. According to the counts, there are 707 cars traveling south along Union Avenue W during the PM peak-hour from Warner Avenue; however, there is not an attractor or generator that would account for these trips. These southbound trips can be traced from the southbound right-turn movement at the intersection of SR-3 southbound ramps at W Loxie Eagans Boulevard, the southbound through movement at the intersection of Union Avenue W at Werner Road and the westbound through trips at W Loxie Eagans Boulevard at S National Avenue. WSDOT has proposed improvements for SR-3 at the SR-16 interchange. These improvements would improve traffic flow near the interchange, and subsequently, further north along SR-3 and SR-304. These improvements are expected to reduce commuters utilizing the Union Avenue/3rd Avenue W route as a bypass route. This reduction in trips will improve the operations of the study intersections under the 2038 baseline and 2038 future with development conditions. The need for improvements at the study intersections should account for a reduction in southbound PM peak- hour trips with the proposed improvements along SR-3. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 18 GTC #18-054 5.5.1. SR-3 Southbound Ramps at W Loxie Eagans Boulevard The improvement to SR-3 south of Werner Road should reduce the number of trips at the intersection of the SR-3 Southbound Ramps at W Loxie Eagans Boulevard. This reduction in trips may be sufficient to allow the intersection to operate at an acceptable level of service. However, if the intersection continues to operate at a deficient level of service, the interchange may need significant improvements. The 7700 Werner Road development will account for a total of 220 trips at this intersection, which represents 7.4% (220/2,986 trips) of the total PM peak-hour trips at this intersection. 5.5.2. S National Avenue at W Loxie Eagans Boulevard The improvement to SR-3 south of Werner Road should reduce the number of trips at the intersection of the SR-3 Southbound Ramps at W Loxie Eagans Boulevard. This reduction in trips may be sufficient to allow the intersection to operate at an acceptable level of service. However, if the intersection continues to operate at a deficient level of service, the interchange may need significant improvements. The 7700 Werner Road development will account for a total of 220 trips at this intersection, which represents 3.7% (97/2,644 trips) of the total PM peak-hour trips at this intersection. 6. Traffic Mitigation Fees Based on Bremerton Municipal Code (BMC) 11.12.070(C), the traffic impacts of the 7700 Werner Road development are recommended to be mitigated by payment of traffic mitigation fees in lieu of proportionate share costs. This payment in lieu of immediate street improvements are necessary because the improvements needed to manage the existing peak-hour traffic along the roadway corridor and intersections are far beyond the proportionate share of the impacts of the 7700 Werner Road development. The traffic mitigation fees for the 7700 Werner Road development are proposed to be based on the traffic mitigation fee per unit for the adjacent City of Poulsbo. The City of Poulsbo currently asses a traffic impact fee of $283.50 per average weekday trip. This fee per unit would result in $786,712.00 in traffic mitigation fees for the 7700 Werner Road development, based on the development generating 2,775 average daily trips. The fees are proposed to be paid at the time of building permit issuance on a per unit basis (i.e. $2,676.24 due for each building permit). These traffic impact fees may be used for capacity improvements to the City of Bremerton roadway corridor and intersections affected by the 7700 Werner Road development. These fees may be used for, but not limited to, design, right-of-way acquisition, channelization, signage and construction. 7700 Werner Road Traffic Impact Analysis Gibson Traffic Consultants, Inc. April 2018 info@gibsontraffic.com 19 GTC #18-054 7. CONCLUSIONS The 7700 Werner Road development is proposed to include 294 single-family dwelling units. The development is anticipated to generate 2,775 new average daily trips with 218 AM peak-hour trips and 291 PM peak-hour trips. There are two intersections that are anticipated to operate at deficient levels of service, due primarily to trips that appear to by bypassing SR-3 southbound. These trips are likely to shift back to SR-3 with WSDOT’s proposed improvements. The proportionate share for the 7700 Werner Road development at the intersections that are proposed to operate at LOS E or LOS F without a shift in trips back to SR-3 and SR-304 is:  SR-3 Southbound Ramps at W Loxie Eagans Boulevard – 7.4% (220 of 2,986)  S National Avenue at W Loxie Eagans Boulevard – 3.7% (97 of 2,644) A AM Count Data and Turning Movement Calculations www.idaxdata.com 46 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 0 2 8 5 3 18 1800001800 0 0 Peak Hour 14 20 2 6 42 0 0 0 0 0 0 18 0Count Total 21 29 4 11 65 0 0 0 00000037:45 AM 2 6 2 1 11 0 0 5 0 0 0 0 7:30 AM 3 4 0 0 7 0 0 0 0 0 0 8 0 0 0 0 7:15 AM 5 6 0 4 15 0 0 0 0 0 0 2 0 0 0 0 7:00 AM 4 4 0 1 9 0 0 0 0 0 0 0 0 0 0 0 6:30 AM 3 2 0 4 9 0 0 0 0 0 0 0 0 000400 0 5 0 EB WB NB SB Total East 6:45 AM 1 1 2 1 5 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 6:15 AM 0 4 0 0 0 0 0 0 West North South 6:00 AM 3 2 0 0 3 60 183 0 9 73 179 0 7 546 034782036251057791460 Count Total 0 5 95 2 0 88 144 44 41 9 872 0 152 546101601251017186000 8 10 1 123 486 7:45 AM 0 0 13 0 29 0 1 14 18 0 150 439 7:30 AM 0 0 15 1 0 12 14 16 20 0 10 4 3014243502 6 6 2 121 367 7:15 AM 0 2 20 0 22 0 0 7 28 0 92 326 7:00 AM 0 1 12 0 0 14 23 10 29 0 2 2 005181403 4 10 1 76 0 6:45 AM 0 0 9 0 3 0 0 6 27 0 78 0 6:30 AM 0 0 10 1 0 8 6 10 24 0 2 2 1 0 6:15 AM 0 0 3 0 12 0 0 0 17 06:00 AM 0 2 13 0 0 11 23 Interval Start WERNER RD WERNER RD UNION AVE W AUTO CENTER BLVD 15-min TotalUTLTTHRT 0 7 18 8 0 3 0 2 0 80 0.73 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 6:00 AM 8:00 AM SB 8.8%0.89 TOTAL 7.7%0.90 TH RT WB 7.1%0.74 NB 1.5%0.87 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 21.9% 0 0000 00 18N AUTO CENTER BLVD WERNER RD WERNER RD UNION AVE WWERNER RDAUTO CENTER BLVD546TEV: 0.9PHF:72536681960146 79 57 282 1780 824731328301 60 3 64 89 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 1 www.idaxdata.com 47 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 1 0 0 0 0 1 00000000 0 1 Peak Hour 20 28 6 13 67 0 0 0 0 0 1 0 0Count Total 30 43 11 20 104 1 0 0 00000007:45 AM 5 9 1 4 19 0 0 0 0 0 0 0 7:30 AM 3 6 1 1 11 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 7 6 3 5 21 0 0 0 0 0 0 0 0 0 0 1 7:00 AM 5 7 1 3 16 0 1 0 0 0 1 0 0 0 0 0 6:30 AM 3 3 2 1 9 0 0 0 0 0 0 0 0 0041100 1 9 0 EB WB NB SB Total East 6:45 AM 3 2 2 1 8 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 6:15 AM 0 7 0 0 0 0 0 0 West North South 6:00 AM 4 3 1 0 7 186 245 0 9 7 182 0 24 1,044 04394051131501443361670 Count Total 0 10 353 18 0 207 519 101 19 35 1,705 0 314 1,044021015170401224802 12 4 8 238 899 7:45 AM 0 2 53 3 44 0 1 1 18 0 282 807 7:30 AM 0 1 41 4 0 35 69 1 30 0 11 6 9043774401 13 2 0 210 708 7:15 AM 0 3 49 8 31 0 0 1 25 0 169 661 7:00 AM 0 1 43 0 0 26 68 0 29 0 14 1 1010372902 11 2 4 146 0 6:45 AM 0 0 45 1 15 0 2 1 25 0 183 0 6:30 AM 0 1 46 0 0 13 26 2 17 0 12 1 4 0 6:15 AM 0 2 40 0 13 0 1 1 17 06:00 AM 0 0 36 2 0 18 58 Interval Start WERNER RD W LOXIE EAGANS BLVD OYSTER BAY AVE N AUTO CENTER WAY 15-min TotalUTLTTHRT 0 22 62 21 0 0 13 2 2 163 0.87 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 6:00 AM 8:00 AM SB 14.8%0.85 TOTAL 6.4%0.83 TH RT WB 4.3%0.77 NB 5.9%0.79 Peak Hour: 7:00 AM 8:00 AM HV %:PHF EB 9.6% 0 0000 00 0N OYSTER BAY AVE N WERNER RD W LOXIE EAGANS BLVD OYSTER BAY AVE NWERNER RDAUTO CENTER WAY1,044TEV: 0.83PHF:241351881770167 336 144 647 3310 9434101172015 186 7 208 364 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 2 Prepared for: CH2M HILL Traffic Count Consultants, Inc. Phone: (253) 926-6009 FAX: (253) 922-7211 E-Mail: Team@TC2inc.com WBE/DBE Intersection:SR-3 SB Ramps & W Loxie Eagans Blvd Date of Count:Tues 3/14/2017 Location:Bremerton, Washington Checked By:Jess Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval SR-3 SB Off Ramp SR-3 SB On Ramp W Loxie Eagans Blvd W Loxie Eagans Blvd Total Ending at T L S R T L S R T L S R T L S R 6:15 A 0 72 0 7 0 0 0 0 3 19 43 0 5 0 60 11 212 6:30 A 0 71 0 14 0 0 0 0 5 18 62 0 4 0 67 6 238 6:45 A 0 66 0 15 0 0 0 0 1 12 56 0 6 0 52 14 215 7:00 A 0 67 0 31 0 0 0 0 4 24 66 0 7 0 87 16 291 7:15 A 2 60 0 28 0 0 0 0 7 35 82 0 3 0 67 10 282 7:30 A 0 44 0 50 0 0 0 0 10 24 131 0 8 0 63 23 335 7:45 A 0 38 0 31 0 0 0 0 6 27 107 0 10 0 72 21 296 8:00 A 1 32 0 48 0 0 0 0 10 34 184 0 6 0 59 32 389 8:15 A 0 31 0 38 0 0 0 0 4 30 137 0 6 0 66 24 326 8:30 A 0 27 0 34 0 0 0 0 6 23 98 0 13 0 67 34 283 8:45 A 0 23 0 23 0 0 0 0 12 33 101 0 8 0 93 33 306 9:00 A 1 26 0 38 0 0 0 0 7 29 111 0 56 0 131 52 387 Total Survey 4 557 0 357 0 0 0 0 75 308 1178 0 132 0 884 276 3560 Peak Hour: 7:15 AM to 8:15 AM Total 1 145 0 167 0 0 0 0 30 115 559 0 30 0 260 100 1346 Approach 312 0 674 360 1346 %HV 0.3%n/a 4.5%8.3%4.5% PHF 0.83 n/a 0.77 0.97 0.87 SR-3 SB Off Ramp 312 312 0 0 Bike W Loxie Eagans Blvd 167 0 145 1Ped W Loxie Eagans Blvd 0 726 Ped 0 559 674 Bike 0 115 1079 1086 0 0 Bike 360 260 7:15 AM to 8:15 AM 0Ped 405 100 PEDs Across:NS EW Ped 0 00 0 1556 1.0 PHF Peak Hour Volume INT 01 11Bike0 PHF %HV INT 02 0 EB 0.97 8.3% INT 03 0 215 0 Check WB 0.77 4.5% INT 04 0 In:1346 NB n/a n/a INT 05 0 215 Out:1346 SB 0.83 0.3% INT 06 0 SR-3 SB On Ramp T Int.0.87 4.5% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 11INT 02 0 INT 10 11INT 03 0 INT 11 0 INT 04 0 INT 12 0 INT 05 0 21 003 INT 06 0 Special Notes INT 07 0 Last interval from the West - the trucks are very INT 08 0 high due to an influx of UPS delivery trucks.INT 09 0 INT 10 0 INT 11 0 INT 12 11 00 0 11 CH2M17012TM_104a A - 3 Prepared for: CH2M HILL Traffic Count Consultants, Inc. Phone: (253) 926-6009 FAX: (253) 922-7211 E-Mail: Team@TC2inc.com WBE/DBE Intersection:SR-3 NB Ramps & W Loxie Eagans Blvd Date of Count:Tues 3/14/2017 Location:Bremerton, Washington Checked By:Jess Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval SR-3 NB On Ramp SR-3 NB Off Ramp W Loxie Eagans Blvd W Loxie Eagans Blvd Total Ending at T L S R T L S R T L S R T L S R 6:15 A 0 0 0 0 3 29 1 36 0 0 32 24 4 14 118 0 254 6:30 A 0 0 0 0 2 43 0 71 3 0 36 21 2 17 121 0 309 6:45 A 0 0 0 0 1 38 0 69 2 0 31 27 1 15 98 0 278 7:00 A 0 0 0 0 2 41 0 81 2 0 48 22 8 28 120 0 340 7:15 A 0 0 0 0 8 55 0 68 5 0 66 26 3 23 102 0 340 7:30 A 0 0 0 0 9 84 0 75 4 0 69 28 6 31 82 0 369 7:45 A 0 0 0 0 7 69 0 48 4 0 72 29 7 33 74 0 325 8:00 A 0 0 0 0 8 118 1 55 6 0 101 28 4 24 66 0 393 8:15 A 0 0 0 0 6 95 0 75 4 0 76 26 3 21 77 0 370 8:30 A 0 0 0 0 7 72 0 59 4 0 50 18 8 19 73 0 291 8:45 A 0 0 0 0 6 53 0 53 9 0 82 33 9 43 71 0 335 9:00 A 0 0 0 0 6 68 0 68 6 0 73 26 8 51 114 0 400 Total Survey 0 0 0 0 65 765 2 758 49 0 736 308 63 319 1116 0 4004 Peak Hour: 7:15 AM to 8:15 AM Total 0 0 0 0 30 366 1 253 18 0 318 111 20 109 299 0 1457 Approach 0 620 429 408 1457 %HV n/a 4.8%4.2%4.9%4.7% PHF n/a 0.89 0.83 0.90 0.93 SR-3 NB On Ramp 221 0 221 0 Bike W Loxie Eagans Blvd 00 0 0Ped W Loxie Eagans Blvd 111 684 Ped 0 318 429 Bike 0 0 981 1092 109 0 Bike 408 299 7:15 AM to 8:15 AM 0Ped 552 0 PEDs Across:NS EW Ped 1 366 1 253 1600 1.0 PHF Peak Hour Volume INT 01 11Bike0 PHF %HV INT 02 0 EB 0.90 4.9% INT 03 0 0 620 Check WB 0.83 4.2% INT 04 0 In:1457 NB 0.89 4.8% INT 05 11 620 Out:1457 SB n/a n/a INT 06 0 SR-3 NB Off Ramp T Int.0.93 4.7% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 11INT 02 0 INT 10 11INT 03 0 INT 11 0 INT 04 0 INT 12 0 INT 05 0 22 004 INT 06 0 Special Notes INT 07 0 INT 08 0 INT 09 0 INT 10 0 INT 11 0 INT 12 11 01 0 01 CH2M17012TM_105a A - 4 www.idaxdata.com 48 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 0 0 5 2 0 3 2 12 72000410 1 3 Peak Hour 12 2 3 9 26 0 0 0 0 1 1 6 2Count Total 30 6 6 16 58 0 0 1 00001117:45 AM 5 2 0 3 10 0 0 1 1 0 1 0 7:30 AM 4 2 2 1 9 0 0 0 0 0 0 0 0 0 0 2 7:15 AM 6 0 1 3 10 0 0 0 0 0 0 0 0 1 0 0 7:00 AM 2 1 1 2 6 0 0 0 0 0 0 4 0 0 0 0 6:30 AM 2 0 0 4 6 0 0 0 0 0 0 0 0 012600 0 3 0 EB WB NB SB Total East 6:45 AM 6 0 1 1 8 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 6:15 AM 2 1 0 0 0 0 0 0 West North South 6:00 AM 3 0 0 0 277 298 5 0 140 88 13 0 141 1,141 06743803321600510520 Count Total 0 508 533 281 0 11 210 7 74 305 2,175 0 295 1,07812102135605410024 0 8 37 236 1,073 7:45 AM 0 59 58 24 1 0 23 11 2 0 268 1,140 7:30 AM 0 66 50 18 0 0 20 13 1 0 1 10 4201341015 1 7 43 279 1,141 7:15 AM 0 71 61 18 1 0 18 9 3 0 290 1,097 7:00 AM 0 68 68 28 0 0 33 9 3 0 2 10 2801191014 0 8 32 303 0 6:45 AM 0 81 87 35 0 0 24 15 1 0 269 0 6:30 AM 0 75 71 45 0 4 28 10 1 0 0 7 38 0 6:15 AM 0 53 72 52 1 0 11 9 1 06:00 AM 0 35 66 61 0 0 10 Interval Start W LOXIE EAGANS BLVD W LOXIE EAGANS BLVD S NATIONAL AVE S NATIONAL AVE 15-min TotalUTLTTHRT 0 0 25 0 0 11 1 11 29 235 0.91 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 6:00 AM 8:00 AM SB 5.1%0.86 TOTAL 2.3%0.94 TH RT WB 1.8%0.82 NB 2.5%0.74 Peak Hour: 6:15 AM 7:15 AM HV %:PHF EB 1.6% 0 0000 21 4N S NATIONAL AVE W LOXIE EAGANS BLVD W LOXIE EAGANS BLVD S NATIONAL AVEW LOXIE EAGANS BLVDS NATIONAL AVE1,141TEV: 0.94PHF:14132317632202 105 5 112 3090 843671181970160 298 277 735 313 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 5 1 Sunnyhill Rd @ Werner Rd Page 1 of 7 Synchro ID: 1 Existing 19 61 42 Average Weekday 3016 14 0 28 AM Peak Hour  3 Sunnyhill Rd W 28 Year: 3/8/18 81 78 78 106 0 0  Data Source:TCC 150 Werner Rd 194 Werner Rd 177 North 14 16  -Flipped PM Count 69 55 55 71 0 ---0  000 000 000 Future without Project 24 78 54 Average Weekday 4 0 20 18 0 36 AM Peak Hour  4 Sunnyhill Rd W 36 Year:2038 103 99 99 135 Growth Rate =1.2%0 0  Years of Growth = 20 191 Werner Rd 247 Werner Rd 225 North Total Growth = 1.2694 18 20  88 70 70 90 0 ---0  000 000 000 Total Project Trips 3118 Average Weekday 300 800 AM Peak Hour  3 Sunnyhill Rd W 0 55 52 52 52 0 0  218 Werner Rd 218 Werner Rd 207 North 8 0  163 155 155 155 0 ---0  000 000 000 Future with Project 27 89 62 Average Weekday 7 0 20 26 0 36 AM Peak Hour  7 Sunnyhill Rd W 36 158 151 151 187 0 0  409 Werner Rd 465 Werner Rd 432 North 26 20  251 225 225 245 0 ---0  000 000 000 A - 6 2 Union Ave @ Werner Rd Page 2 of 7 Synchro ID: 2 Existing 68 264 196 Average Weekday 72536 3 47 146 AM Peak Hour  7 Auto Center Boulevard 146 Year: 1/10/18 89 79 79 282 3 57  Data Source:Idax 153 Werner Road 546 Werner Road 460 North 3 36  64 60 60 178 1 Union Avenue W 82  12557 34782 83 215 132 Future without Project 87 336 249 Average Weekday 9 32 46 4 60 185 AM Peak Hour  9 Auto Center Boulevard 185 Year:2038 113 100 100 357 Growth Rate =1.2%4 72  Years of Growth = 20 194 Werner Road 693 Werner Road 583 North Total Growth = 1.2694 4 46  81 76 76 226 1 Union Avenue W 104  13272 4 60 104 105 273 168 Total Project Trips 3118 Average Weekday 300 800 AM Peak Hour  3 Auto Center Boulevard 0 52 44 44 44 5 0  207 Werner Road 207 Werner Road 175 North 8 0  155 131 131 131 16 Union Avenue W 0  16 0 0 500 16 21 5 Future with Project 90 347 257 Average Weekday 12 32 46 12 60 185 AM Peak Hour  12 Auto Center Boulevard 185 165 144 144 401 9 72  401 Werner Road 900 Werner Road 758 North 12 46  236 207 207 357 17 Union Avenue W 104  17 32 72 9 60 104 121 294 173 A - 7 3 Oyster Bay Ave @ Werner Rd Page 3 of 7 Synchro ID: 3 Existing 88 265 177 Average Weekday 24 13 51 7 3 167 AM Peak Hour  24 Auto Center Way 167 Year: 1/10/18 364 336 336 647 4 144  Data Source:Idax 572 Werner Road 1,044 W Loxie Eagans Boulevard 978 North 7 51  208 186 186 331 15 Oyster Bay Avenue N 94  15 13 144 4394 172 273 101 Future without Project 112 337 225 Average Weekday 30 17 65 9 4 212 AM Peak Hour  30 Auto Center Way 212 Year:2038 462 427 427 822 Growth Rate =1.2%5 183  Years of Growth = 20 726 Werner Road 1,326 W Loxie Eagans Boulevard 1,242 North Total Growth = 1.2694 9 65  264 236 236 420 19 Oyster Bay Avenue N 119  19 17 183 5 4 119 219 347 128 Total Project Trips 275 Average Weekday 200 500 AM Peak Hour  2 Auto Center Way 0 44 41 41 41 1 0  175 Werner Road 175 W Loxie Eagans Boulevard 164 North 5 0  131 123 123 123 3 Oyster Bay Avenue N 0  300 100 341 Future with Project 114 344 230 Average Weekday 32 17 65 14 4 212 AM Peak Hour  32 Auto Center Way 212 506 468 468 863 6 183  901 Werner Road 1,501 W Loxie Eagans Boulevard 1,406 North 14 65  395 359 359 543 22 Oyster Bay Avenue N 119  22 17 183 6 4 119 222 351 129 A - 8 4 SR-3 SB Ramps @ Loxie Eagans Page 4 of 7 Synchro ID: 4 Existing 312 312 0 Average Weekday 167 0 145 000 AM Peak Hour  167 SR-3 SB Off Ramp 0 Year: 3/14/17 726 559 559 674 0 115  Data Source:TCC 1,086 W Loxie Eagans Boulevard 1,346 W Loxie Eagans Boulevard 1,079 North 0 145  360 260 260 405 100 SR-3 SB On Ramp 0  100 0 115 000 215 215 0 Future without Project 401 401 0 Average Weekday 215 0 186 000 AM Peak Hour  215 SR-3 SB Off Ramp 0 Year:2038 933 718 718 866 Growth Rate =1.2%0 148  Years of Growth = 21 1,395 W Loxie Eagans Boulevard 1,729 W Loxie Eagans Boulevard 1,386 North Total Growth = 1.2847 0 186  462 334 334 520 128 SR-3 SB On Ramp 0  128 0 148 000 276 276 0 Total Project Trips 11 11 0 Average Weekday 11 0 0 000 AM Peak Hour  11 SR-3 SB Off Ramp 0 41 30 30 30 0 0  164 W Loxie Eagans Boulevard 164 W Loxie Eagans Boulevard 117 North 0 0  123 87 87 87 36 SR-3 SB On Ramp 0  36 0 0 000 36 36 0 Future with Project 412 412 0 Average Weekday 226 0 186 000 AM Peak Hour  226 SR-3 SB Off Ramp 0 974 748 748 896 0 148  1,559 W Loxie Eagans Boulevard 1,893 W Loxie Eagans Boulevard 1,503 North 0 186  585 421 421 607 164 SR-3 SB On Ramp 0  164 0 148 000 312 312 0 A - 9 5 SR-3 NB Ramps @ Loxie Eagans Page 5 of 7 Synchro ID: 5 Existing 0 221 221 Average Weekday 000 109 1 111 AM Peak Hour  0 SR-3 NB On Ramps 111 Year: 3/14/17 684 318 318 429 366 0  Data Source:TCC 1,092 W Loxie Eagans Boulevard 1,457 W Loxie Eagans Boulevard 981 North 109 0  408 299 299 552 0 SR-3 NB Off Ramps 253  000 366 1 253 0 620 620 Future without Project 0 284 284 Average Weekday 0 0 0 140 1 143 AM Peak Hour  0 SR-3 NB On Ramps 143 Year:2038 879 409 409 552 Growth Rate =1.2%470 0  Years of Growth = 21 1,403 W Loxie Eagans Boulevard 1,872 W Loxie Eagans Boulevard 1,261 North Total Growth = 1.2847 140 0  524 384 384 709 0 SR-3 NB Off Ramps 325  000 470 1 325 0 796 796 Total Project Trips 03333 Average Weekday 000 33 0 0 AM Peak Hour  0 SR-3 NB On Ramps 0 30 18 18 18 12 0  117 W Loxie Eagans Boulevard 117 W Loxie Eagans Boulevard 72 North 33 0  87 54 54 54 0 SR-3 NB Off Ramps 0  000 12 0 0 01212 Future with Project 0 317 317 Average Weekday 0 0 0 173 1 143 AM Peak Hour  0 SR-3 NB On Ramps 143 909 427 427 570 482 0  1,520 W Loxie Eagans Boulevard 1,989 W Loxie Eagans Boulevard 1,333 North 173 0  611 438 438 763 0 SR-3 NB Off Ramps 325  000 482 1 325 0 808 808 A - 10 6 National Ave @ Loxie Eagans Page 6 of 7 Synchro ID: 6 Existing 176 498 322 Average Weekday 141 32 3 277 43 2 AM Peak Hour  141 Naitional Ave 2 Year: 1/10/18 313 105 105 112 67 5  Data Source:Idax 1,048 Loxie Eagans 1,141 Roosevelt Boulevard 421 North 277 3  735 298 298 309 160 Naitional Ave 8  160 32 5 67 43 8 197 315 118 Future without Project 224 634 410 Average Weekday 179 41 4 352 55 3 AM Peak Hour  179 Naitional Ave 3 Year:2038 397 133 133 142 Growth Rate =1.2%85 6  Years of Growth = 20 1,330 Loxie Eagans 1,449 Roosevelt Boulevard 534 North Total Growth = 1.2694 352 4  933 378 378 392 203 Naitional Ave 10  203 41 6 85 55 10 250 400 150 Total Project Trips 62418 Average Weekday 600 18 0 0 AM Peak Hour  6 Naitional Ave 0 18 11 11 11 1 0  72 Loxie Eagans 72 Roosevelt Boulevard 44 North 18 0  54 33 33 33 3 Naitional Ave 0  300 100 341 Future with Project 230 658 428 Average Weekday 185 41 4 370 55 3 AM Peak Hour  185 Naitional Ave 3 415 144 144 153 86 6  1,402 Loxie Eagans 1,521 Roosevelt Boulevard 578 North 370 4  987 411 411 425 206 Naitional Ave 10  206 41 6 86 55 10 253 404 151 A - 11 7 Werner Rd @ Site Access Page 7 of 7 Synchro ID: 7 Existing 81 150 69 Average Weekday 0810 0690 AM Peak Hour  0 Werner Road 0 Year: 4/2/18 0 0 0 0 0 0  Data Source:GTC 0 --- 150 --- 0 North 0 0  0 0 0 0 0 Werner Road 0  0810 0690 81 150 69 Future without Project 103 191 88 Average Weekday 0 103 0 0880 AM Peak Hour  0 Werner Road 0 Year:2038 0 0 00 Growth Rate =1.2%0 0  Years of Growth = 20 0 ---191 ---0 North Total Growth = 1.2694 0 0  000 0 0 Werner Road 0  0 103 0 0880 103 191 88 Total Project Trips 55 218 163 Average Weekday 0055 0 0 163 AM Peak Hour  0 Werner Road 163 0 0 0 163 0 0  0 ---218 Site Access 218 North 0 55  0 0 0 55 0 Werner Road 0  000 000 000 Future with Project 158 409 251 Average Weekday 0 103 55 0 88 163 AM Peak Hour  0 Werner Road 163 0 0 0 163 0 0  0 ---409 Site Access 218 North 0 55  000 55 0 Werner Road 0  0 103 0 0880 103 191 88 -Extrapolated from Sunnyhill Rd at Werner Rd A - 12 B PM Count Data and Turning Movement Calculations Prepared for: Gibson Traffic Consultants, Inc. Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com WBE/DBE Intersection:Sunnhill Rd W & Werner Rd Date of Count:Thurs 3/08/2018 Location:Bremerton, Washington Checked By:Jess Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval Sunnyhill Rd W Church Drwy Werner Rd Werner Rd Total Ending at T L S R T L S R T L S R T L S R 3:45 P 0 7 0 1 0 0 0 2 2 1 9 2 0 0 10 0 32 4:00 P 1 4 0 4 0 0 0 1 3 0 17 1 1 1 14 0 42 4:15 P 0 7 0 2 0 0 0 0 3 0 17 7 3 1 27 0 61 4:30 P 1 6 0 5 0 0 0 0 1 1 7 4 1 0 17 0 40 4:45 P 3 8 0 3 0 0 0 0 6 0 16 3 0 1 15 0 46 5:00 P 2 7 0 4 0 0 0 0 3 0 15 2 2 1 19 0 48 5:15 P 0 4 0 2 0 0 0 0 5 0 14 3 0 1 25 0 49 5:30 P 0 2 0 0 0 0 0 0 9 0 18 0 1 2 22 0 44 5:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 7 45 0 21 0 0 0 3 32 2 113 22 8 7 149 0 362 Peak Hour: 4:00 PM to 5:00 PM Total 6 28 0 14 0 0 0 0 13 1 55 16 6 3 78 0 195 Approach 42 0 72 81 195 %HV 14.3%n/a 18.1%7.4%12.8% PHF 0.95 n/a 0.75 0.72 0.80 Sunnyhill Rd W 61 42 19 1 Bike Werner Rd 14 0 28 0Ped Werner Rd 16 69 Ped 0 55 72 Bike 2 1 178 150 3 1 Bike 81 78 4:00 PM to 5:00 PM 0Ped 106 0 PEDs Across:NS EW Ped 0 00 0 244 1.0 PHF Peak Hour Volume INT 01 0Bike 0 PHF %HV INT 02 0 EB 0.72 7.4% INT 03 0 10Check WB 0.75 18.1% INT 04 0 In:195 NB n/a n/a INT 05 0 1Out:195 SB 0.95 14.3% INT 06 NO PEDS 0 Church Drwy T Int.0.80 12.8% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 0 INT 11 0 INT 04 11 INT 12 0 INT 05 11 00 000 INT 06 112 Special Notes INT 07 0 The majority of "trucks" from the east were INT 08 0 UPS delivery trucks.INT 09 0 INT 10 0 INT 11 0 INT 12 0 10 1 24 GTC18037M_BR_01p B - 1 www.idaxdata.com 46 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 1 0 2 5 1 4 1 15 122002910 2 2 Peak Hour 2 7 5 9 23 1 1 1 0 0 2 9 2Count Total 7 20 8 16 51 1 1 0 00000004:45 PM 1 5 0 0 6 0 1 4 0 0 0 0 4:30 PM 1 1 2 1 5 1 0 0 0 0 1 1 0 0 0 1 4:15 PM 0 4 2 3 9 0 1 0 0 0 0 4 0 1 0 1 4:00 PM 1 0 0 3 4 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 2 0 0 2 0 0 0 0 0 0 0 0 1141200 3 8 0 EB WB NB SB Total East 3:45 PM 0 2 1 2 5 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 1 0 3:15 PM 3 4 0 0 0 0 0 0 West North South 3:00 PM 1 2 2 0 9 85 188 0 7 85 227 0 7 1,248 0344121012120017049054970 Count Total 0 15 173 31 0 782 118 222 359 13 2,220 0 240 1,191923027401093181500 48 46 2 313 1,248 4:45 PM 0 0 9 5 20 0 0 16 46 0 334 1,205 4:30 PM 0 0 19 6 0 101 9 13 20 0 29 70 00138152101 16 47 4 304 1,105 4:15 PM 0 1 23 3 31 0 1 6 29 0 297 1,029 4:00 PM 0 4 18 5 0 129 14 9 26 0 28 37 10122162501 19 50 2 270 0 3:45 PM 0 4 25 3 19 0 1 9 28 0 234 0 3:30 PM 0 2 21 5 0 97 17 11 21 0 23 45 2 0 3:15 PM 0 3 23 2 31 0 3 12 34 03:00 PM 0 1 35 2 0 37 16 Interval Start WERNER RD WERNER RD UNION AVE W AUTO CENTER BLVD 15-min TotalUTLTTHRT 0 65 13 26 0 0 32 24 1 228 0.87 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 3:00 PM 5:00 PM SB 2.7%0.83 TOTAL 1.8%0.93 TH RT WB 1.1%0.92 NB 3.0%0.68 Peak Hour: 3:45 PM 4:45 PM HV %:PHF EB 1.8% 1 0010 21 9N AUTO CENTER BLVD WERNER RD WERNER RD UNION AVE WWERNER RDAUTO CENTER BLVD1,248TEV: 0.93PHF:7200121328150097 54 490 641 3270 121443168707017 85 9 111 64 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com B - 2 www.idaxdata.com 47 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 0 1 0 0 1 0 1 0 3 22012000 1 2 Peak Hour 10 20 1 4 35 1 0 0 0 1 3 0 0Count Total 23 38 3 9 73 2 0 0 01000104:45 PM 1 6 0 0 7 0 1 0 0 0 1 0 4:30 PM 4 6 0 1 11 1 0 0 0 1 1 0 0 0 0 1 4:15 PM 4 7 1 2 14 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 1 2 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 1 4 1 3 9 0 0 0 0 0 0 0 0 1021400 0 8 0 EB WB NB SB Total East 3:45 PM 1 5 0 1 7 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 3:15 PM 7 5 0 0 0 0 0 0 West North South 3:00 PM 4 3 1 0 25 382 244 1 42 39 227 0 65 1,893 022211170187433581866651361 Count Total 0 34 760 62 11 301 1,137 346 63 111 3,378 0 375 1,840732038491301292007 49 13 12 492 1,893 4:45 PM 0 3 88 7 32 0 7 8 35 0 485 1,799 4:30 PM 0 6 134 13 0 42 141 7 24 0 42 15 222551842817 57 8 12 488 1,672 4:15 PM 0 7 84 7 43 0 5 5 37 0 428 1,538 4:00 PM 0 9 78 3 4 42 185 1 21 0 39 7 192471553303 48 9 10 398 0 3:45 PM 0 3 86 12 31 0 3 5 23 0 358 0 3:30 PM 0 1 87 9 2 33 137 3 28 0 38 4 17 0 3:15 PM 0 3 82 7 21 0 5 3 27 03:00 PM 0 2 121 4 0 27 96 Interval Start WERNER RD W LOXIE EAGANS BLVD OYSTER BAY AVE N AUTO CENTER WAY 15-min TotalUTLTTHRT 0 25 110 36 0 5 35 3 10 354 0.72 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 3:00 PM 5:00 PM SB 1.4%0.93 TOTAL 1.8%0.96 TH RT WB 2.0%0.91 NB 0.6%0.81 Peak Hour: 3:45 PM 4:45 PM HV %:PHF EB 2.3% 1 1000 20 0N OYSTER BAY AVE N WERNER RD W LOXIE EAGANS BLVD OYSTER BAY AVE NWERNER RDAUTO CENTER WAY1,893TEV: 0.96PHF:65431872951820136 665 186 995 6948 1172122161265135 382 25 442 752 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com B - 3 Prepared for: Gibson Traffic Consultants, Inc. Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com WBE/DBE Intersection:SR-3 SB Ramps & W Loxie Eagans Blvd Date of Count:Thurs 3/08/2018 Location:Bremerton, Washington Checked By:Jess Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval SR-3 SB Off Ramp SR-3 SB On Ramp W Loxie Eagans Blvd W Loxie Eagans Blvd Total Ending at T L S R T L S R T L S R T L S R 3:45 P 1 15 4 47 0 0 0 0 4 131 178 0 3 0 91 87 553 4:00 P 1 13 0 58 0 0 0 0 5 110 189 0 3 0 84 89 543 4:15 P 0 15 0 49 0 0 0 0 8 86 233 0 5 0 89 83 555 4:30 P 1 21 0 36 0 0 0 0 12 86 213 0 0 0 91 81 528 4:45 P 1 16 0 37 0 0 0 0 9 87 207 0 2 0 73 88 508 5:00 P 2 9 0 55 0 0 0 0 4 74 213 0 2 0 96 84 531 5:15 P 2 18 0 95 0 0 0 0 7 80 92 0 4 0 127 83 495 5:30 P 7 15 5 65 0 0 0 0 3 44 85 0 2 0 88 63 365 5:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 15 122 9 442 0 0 0 0 52 698 1410 0 21 0 739 658 4078 Peak Hour: 3:30 PM to 4:30 PM Total 3 64 4 190 0 0 0 0 29 413 813 0 11 0 355 340 2179 Approach 258 0 1226 695 2179 %HV 1.2%n/a 2.4%1.6%2.0% PHF 0.91 n/a 0.96 0.98 0.98 SR-3 SB Off Ramp 258 258 0 0 Bike W Loxie Eagans Blvd 190 4 64 0Ped W Loxie Eagans Blvd 0 1003 Ped 0 813 1226 Bike 0 413 1645 1698 0 1 Bike 695 355 3:30 PM to 4:30 PM 0Ped 419 340 PEDs Across:NS EW Ped 0 00 0 2220 1.0 PHF Peak Hour Volume INT 01 0Bike 0 PHF %HV INT 02 0 EB 0.98 1.6% INT 03 0 757 0 Check WB 0.96 2.4% INT 04 0 In:2179 NB n/a n/a INT 05 0 757 Out:2179 SB 0.91 1.2% INT 06 NO PEDS 0 SR-3 SB On Ramp T Int.0.98 2.0% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 11 INT 11 0 INT 04 0 INT 12 0 INT 05 0 00 000 INT 06 0 Special Notes INT 07 0 SR-3 on ramp backed up from 15:40-17:20.INT 08 0 Westbound traffic backed up periodically INT 09 0 throughout count period.INT 10 0 INT 11 0 INT 12 0 00 1 01 GTC18037M_BR_04p B - 4 Prepared for: Gibson Traffic Consultants, Inc. Traffic Count Consultants, Inc. Phone: (253) 770-1407 FAX: (253) 770-1411 E-Mail: Team@TC2inc.com WBE/DBE Intersection:SR-3 NB Ramps & W Loxie Eagans Blvd Date of Count:Thurs 3/08/2018 Location:Bremerton, Washington Checked By:Jess Time From North on (SB) From South on (NB) From East on (WB) From West on (EB) Interval Interval SR-3 NB On Ramp SR-3 NB Off Ramp W Loxie Eagans Blvd W Loxie Eagans Blvd Total Ending at T L S R T L S R T L S R T L S R 3:45 P 0 0 0 0 3 107 0 36 2 0 202 78 2 27 79 0 529 4:00 P 0 0 0 0 5 78 0 56 5 0 221 86 1 27 70 0 538 4:15 P 0 0 0 0 5 94 1 49 3 0 225 86 1 28 76 0 559 4:30 P 0 0 0 0 7 92 0 55 6 0 207 89 0 30 81 0 554 4:45 P 0 0 0 0 5 105 0 40 5 0 189 85 0 24 65 0 508 5:00 P 0 0 0 0 1 62 0 41 3 0 225 69 0 27 78 0 502 5:15 P 0 0 0 0 3 48 0 46 4 0 124 64 3 60 85 0 427 5:30 P 0 0 0 0 3 38 0 45 1 0 91 40 3 44 59 0 317 5:45 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Survey 0 0 0 0 32 624 1 368 29 0 1484 597 10 267 593 0 3934 Peak Hour: 3:30 PM to 4:30 PM Total 0 0 0 0 20 371 1 196 16 0 855 339 4 112 306 0 2180 Approach 0 568 1194 418 2180 %HV n/a 3.5%1.3%1.0%1.8% PHF n/a 0.97 0.96 0.94 0.97 SR-3 NB On Ramp 452 0 452 0 Bike W Loxie Eagans Blvd 00 0 0Ped W Loxie Eagans Blvd 339 1226 Ped 0 855 1194 Bike 0 0 1696 1644 112 1 Bike 418 306 3:30 PM to 4:30 PM 0Ped 502 0 PEDs Across:NS EW Ped 0 371 1 196 2236 1.0 PHF Peak Hour Volume INT 01 0Bike 0 PHF %HV INT 02 0 EB 0.94 1.0% INT 03 0 0 568 Check WB 0.96 1.3% INT 04 0 In:2180 NB 0.97 3.5% INT 05 0 568 Out:2180 SB n/a n/a INT 06 NO PEDS 0 SR-3 NB Off Ramp T Int.0.97 1.8% INT 07 0 Bicycles From: N S E W Conditions: INT 08 0 INT 01 0 INT 09 0 INT 02 0 INT 10 0 INT 03 11 INT 11 0 INT 04 0 INT 12 0 INT 05 0 00 000 INT 06 0 Special Notes INT 07 0 Westbound inside lane backed up throughout the INT 08 0 entire count period.INT 09 0 INT 10 0 INT 11 0 INT 12 0 00 1 01 GTC18037M_BR_05p B - 5 www.idaxdata.com 48 to to Two-Hour Count Summaries Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count. Total 1 4 4 4 1 1 1 3 19 100000361 2 1 Peak Hour 4 7 3 12 26 0 0 0 1 0 2 5 11Count Total 15 8 5 20 48 1 1 1 00000014:45 PM 2 0 1 3 6 0 1 0 1 0 0 0 4:30 PM 4 0 1 3 8 1 0 0 0 0 0 0 1 0 0 0 4:15 PM 2 2 1 4 9 0 0 0 0 0 0 1 0 3 1 0 4:00 PM 1 1 1 3 6 0 0 0 0 0 0 0 2 0 0 1 3:30 PM 0 3 0 0 3 0 0 0 1 0 1 0 3 000400 2 4 0 EB WB NB SB Total East 3:45 PM 1 1 1 5 8 0 0 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) EB WB NB SB Total 0 0 3:15 PM 3 1 0 0 0 0 1 0 West North South 3:00 PM 2 0 0 0 235 190 16 0 236 152 25 0 395 2,007 01367916069710901971960 Count Total 0 463 371 217 0 40 1,081 19 209 709 3,538 0 394 1,86012002348107851030 5 30 79 398 1,972 4:45 PM 0 65 50 27 4 0 30 24 3 0 514 2,007 4:30 PM 0 57 49 28 0 3 86 16 0 0 2 24 112091853030 1 25 105 554 1,857 4:15 PM 0 63 45 25 2 0 39 19 8 0 506 1,678 4:00 PM 0 63 55 26 0 4 207 21 2 0 1 25 106041831030 2 23 72 433 0 3:45 PM 0 55 49 29 0 0 37 23 6 0 364 0 3:30 PM 0 54 41 29 0 2 144 19 3 0 5 24 71 0 3:15 PM 0 52 35 27 2 0 17 18 3 03:00 PM 0 54 47 26 0 7 93 Interval Start W LOXIE EAGANS BLVD W LOXIE EAGANS BLVD S NATIONAL AVE S NATIONAL AVE 15-min TotalUTLTTHRT 0 4 98 3 0 23 1 24 83 375 0.93 UT LT TH RT UT LT Rolling One HourEastboundWestboundNorthboundSouthbound UT LT TH RT Peak Hour Date: Wed, Jan 10, 2018 Peak Hour Count Period: 3:00 PM 5:00 PM SB 2.4%0.90 TOTAL 1.3%0.91 TH RT WB 0.9%0.87 NB 1.3%0.88 Peak Hour: 3:30 PM 4:30 PM HV %:PHF EB 0.7% 0 0001 06 3N S NATIONAL AVE W LOXIE EAGANS BLVD W LOXIE EAGANS BLVD S NATIONAL AVEW LOXIE EAGANS BLVDS NATIONAL AVE2,007TEV: 0.91PHF:39597649832006 719 19 744 2120 16791362312250109 190 235 534 1,250 0 Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com B - 6 1 Sunnyhill Rd @ Werner Rd Page 1 of 7 Synchro ID: 1 Existing 42 61 19 Average Weekday 14 0 28 3016 PM Peak Hour  14 Sunnyhill Rd W 16 Year: 3/8/18 69 55 55 71 0 0  Data Source:TCC 150 Werner Rd 194 Werner Rd 177 North 3 28  81 78 78 106 0 ---0  000 000 000 Future without Project 54 78 24 Average Weekday 18 0 36 4020 PM Peak Hour  18 Sunnyhill Rd W 20 Year:2038 88 70 70 90 Growth Rate =1.2%0 0  Years of Growth = 20 191 Werner Rd 247 Werner Rd 225 North Total Growth = 1.2694 4 36  103 99 99 135 0 ---0  000 000 000 Total Project Trips 9145 Average Weekday 900 500 PM Peak Hour  9 Sunnyhill Rd W 0 183 174 174 174 0 0  291 Werner Rd 291 Werner Rd 277 North 5 0  108 103 103 103 0 ---0  000 000 000 Future with Project 63 92 29 Average Weekday 27 0 36 9020 PM Peak Hour  27 Sunnyhill Rd W 20 271 244 244 264 0 0  482 Werner Rd 538 Werner Rd 502 North 9 36  211 202 202 238 0 ---0  000 000 000 B - 7 2 Union Ave @ Werner Rd Page 2 of 7 Synchro ID: 2 Existing 328 478 150 Average Weekday 7 200 121 94497 PM Peak Hour  7 Auto Center Boulevard 97 Year: 1/10/18 64 54 54 641 3 490  Data Source:Idax 175 Werner Road 1,248 Werner Road 968 North 9 121  111 85 85 327 17 Union Avenue W 121  17 200 490 3 44 121 707 875 168 Future without Project 417 607 190 Average Weekday 9 254 154 11 56 123 PM Peak Hour  9 Auto Center Boulevard 123 Year:2038 82 69 69 814 Growth Rate =1.2%4 622  Years of Growth = 20 223 Werner Road 1,586 Werner Road 1,230 North Total Growth = 1.2694 11 154  141 108 108 416 22 Union Avenue W 154  22 254 622 4 56 154 898 1,112 214 Total Project Trips 9145 Average Weekday 900 500 PM Peak Hour  9 Auto Center Boulevard 0 174 147 147 147 18 0  277 Werner Road 277 Werner Road 234 North 5 0  103 87 87 87 11 Union Avenue W 0  11 0 0 18 0 0 11 29 18 Future with Project 426 621 195 Average Weekday 18 254 154 16 56 123 PM Peak Hour  18 Auto Center Boulevard 123 256 216 216 961 22 622  500 Werner Road 1,863 Werner Road 1,464 North 16 154  244 195 195 503 33 Union Avenue W 154  33 254 622 22 56 154 909 1,141 232 B - 8 3 Oyster Bay Ave @ Werner Rd Page 3 of 7 Synchro ID: 3 Existing 295 477 182 Average Weekday 65 43 187 25 21 136 PM Peak Hour  65 Auto Center Way 136 Year: 1/10/18 753 665 665 995 23 194  Data Source:Idax 1,195 Werner Road 1,893 W Loxie Eagans Boulevard 1,681 North 25 187  442 382 382 686 35 Oyster Bay Avenue N 117  35 43 194 23 21 117 272 433 161 Future without Project 375 607 232 Average Weekday 83 55 237 32 27 173 PM Peak Hour  83 Auto Center Way 173 Year:2038 956 844 844 1,263 Growth Rate =1.2%29 246  Years of Growth = 20 1,517 Werner Road 2,404 W Loxie Eagans Boulevard 2,134 North Total Growth = 1.2694 32 237  561 485 485 871 44 Oyster Bay Avenue N 149  44 55 246 29 27 149 345 550 205 Total Project Trips 583 Average Weekday 500 300 PM Peak Hour  5 Auto Center Way 0 147 138 138 138 4 0  234 Werner Road 234 W Loxie Eagans Boulevard 220 North 3 0  87 82 82 82 2 Oyster Bay Avenue N 0  200 400 264 Future with Project 380 615 235 Average Weekday 88 55 237 35 27 173 PM Peak Hour  88 Auto Center Way 173 1,103 982 982 1,401 33 246  1,751 Werner Road 2,638 W Loxie Eagans Boulevard 2,354 North 35 237  648 567 567 953 46 Oyster Bay Avenue N 149  46 55 246 33 27 149 347 556 209 B - 9 4 SR-3 SB Ramps @ Loxie Eagans Page 4 of 7 Synchro ID: 4 Existing 258 258 0 Average Weekday 190 4 64 000 PM Peak Hour  190 SR-3 SB Off Ramp 0 Year: 3/8/18 1,003 813 813 1,226 0 413  Data Source:TCC 1,698 W Loxie Eagans Boulevard 2,179 W Loxie Eagans Boulevard 1,645 North 0 64  695 355 355 419 340 SR-3 SB On Ramp 0  340 4 413 000 757 757 0 Future without Project 327 327 0 Average Weekday 241 5 81 000 PM Peak Hour  241 SR-3 SB Off Ramp 0 Year:2038 1,273 1,032 1,032 1,556 Growth Rate =1.2%0 524  Years of Growth = 20 2,156 W Loxie Eagans Boulevard 2,766 W Loxie Eagans Boulevard 2,088 North Total Growth = 1.2694 0 81  883 451 451 532 432 SR-3 SB On Ramp 0  432 5 524 000 961 961 0 Total Project Trips 37 37 0 Average Weekday 37 0 0 000 PM Peak Hour  37 SR-3 SB Off Ramp 0 138 101 101 101 0 0  220 W Loxie Eagans Boulevard 220 W Loxie Eagans Boulevard 159 North 0 0  82 58 58 58 24 SR-3 SB On Ramp 0  24 0 0 000 24 24 0 Future with Project 364 364 0 Average Weekday 278 5 81 000 PM Peak Hour  278 SR-3 SB Off Ramp 0 1,411 1,133 1,133 1,657 0 524  2,376 W Loxie Eagans Boulevard 2,986 W Loxie Eagans Boulevard 2,247 North 0 81  965 509 509 590 456 SR-3 SB On Ramp 0  456 5 524 000 985 985 0 B - 10 5 SR-3 NB Ramps @ Loxie Eagans Page 5 of 7 Synchro ID: 5 Existing 0 452 452 Average Weekday 000 112 1 339 PM Peak Hour  0 SR-3 NB On Ramps 339 Year: 3/8/18 1,226 855 855 1,194 371 0  Data Source:TCC 1,644 W Loxie Eagans Boulevard 2,180 W Loxie Eagans Boulevard 1,696 North 112 0  418 306 306 502 0 SR-3 NB Off Ramps 196  000 371 1 196 0 568 568 Future without Project 0 573 573 Average Weekday 0 0 0 142 1 430 PM Peak Hour  0 SR-3 NB On Ramps 430 Year:2038 1,556 1,085 1,085 1,515 Growth Rate =1.2%471 0  Years of Growth = 20 2,086 W Loxie Eagans Boulevard 2,766 W Loxie Eagans Boulevard 2,152 North Total Growth = 1.2694 142 0  530 388 388 637 0 SR-3 NB Off Ramps 249  000 471 1 249 0 721 721 Total Project Trips 02222 Average Weekday 000 22 0 0 PM Peak Hour  0 SR-3 NB On Ramps 0 101 61 61 61 40 0  159 W Loxie Eagans Boulevard 159 W Loxie Eagans Boulevard 97 North 22 0  58 36 36 36 0 SR-3 NB Off Ramps 0  000 40 0 0 04040 Future with Project 0 595 595 Average Weekday 0 0 0 164 1 430 PM Peak Hour  0 SR-3 NB On Ramps 430 1,657 1,146 1,146 1,576 511 0  2,245 W Loxie Eagans Boulevard 2,925 W Loxie Eagans Boulevard 2,249 North 164 0  588 424 424 673 0 SR-3 NB Off Ramps 249  000 511 1 249 0 761 761 B - 11 6 National Ave @ Loxie Eagans Page 6 of 7 Synchro ID: 6 Existing 498 818 320 Average Weekday 395 97 6 235 79 6 PM Peak Hour  395 Naitional Ave 6 Year: 1/10/18 1,250 719 719 744 136 19  Data Source:Idax 1,784 Loxie Eagans 2,007 Roosevelt Boulevard 956 North 235 6  534 190 190 212 109 Naitional Ave 16  109 97 19 136 79 16 225 456 231 Future without Project 632 1,038 406 Average Weekday 501 123 8 298 100 8 PM Peak Hour  501 Naitional Ave 8 Year:2038 1,587 913 913 945 Growth Rate =1.2%173 24  Years of Growth = 20 2,264 Loxie Eagans 2,547 Roosevelt Boulevard 1,214 North Total Growth = 1.2694 298 8  677 241 241 269 138 Naitional Ave 20  138 123 24 173 100 20 285 578 293 Total Project Trips 20 32 12 Average Weekday 20 0 0 12 0 0 PM Peak Hour  20 Naitional Ave 0 61 37 37 37 4 0  97 Loxie Eagans 97 Roosevelt Boulevard 59 North 12 0  36 22 22 22 2 Naitional Ave 0  200 400 264 Future with Project 652 1,070 418 Average Weekday 521 123 8 310 100 8 PM Peak Hour  521 Naitional Ave 8 1,648 950 950 982 177 24  2,361 Loxie Eagans 2,644 Roosevelt Boulevard 1,273 North 310 8  713 263 263 291 140 Naitional Ave 20  140 123 24 177 100 20 287 584 297 B - 12 7 Werner Rd @ Site Access Page 7 of 7 Synchro ID: 7 Existing 69 150 81 Average Weekday 0690 0810 PM Peak Hour  0 Werner Road 0 Year: 4/2/18 0 0 0 0 0 0  Data Source:GTC 0 --- 150 --- 0 North 0 0  0 0 0 0 0 Werner Road 0  0690 0810 69 150 81 Future without Project 88 191 103 Average Weekday 0 88 0 0 103 0 PM Peak Hour  0 Werner Road 0 Year:2038 0 0 00 Growth Rate =1.2%0 0  Years of Growth = 20 0 --- 191 --- 0 North Total Growth = 1.2694 0 0  000 0 0 Werner Road 0  0880 0 103 0 88 191 103 Total Project Trips 183 291 108 Average Weekday 0 0 183 0 0 108 PM Peak Hour  0 Werner Road 108 0 0 0 108 0 0  0 --- 291 Site Access 291 North 0 183  0 0 0 183 0 Werner Road 0  000 000 000 Future with Project 271 482 211 Average Weekday 0 88 183 0 103 108 PM Peak Hour  0 Werner Road 108 0 0 0 108 0 0  0 --- 482 Site Access 291 North 0 183  000 183 0 Werner Road 0  0880 0 103 0 88 191 103 -Extrapolated from Sunnyhill Rd at Werner Rd B - 13 C AM Level of Service Calculations 2018 Existing Conditions AM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2018 Existing Conditions AM Peak-Hour Intersection Int Delay, s/veh 1.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 55 78 28 16 3 Future Vol, veh/h 14 55 78 28 16 3 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 19 76 104 37 17 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 141 0 - 0 238 123 Stage 1 - - - - 123 - Stage 2 - - - - 115 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1412 - - - 725 897 Stage 1 - - - - 874 - Stage 2 - - - - 881 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1412 - - - 715 897 Mov Cap-2 Maneuver - - - - 715 - Stage 1 - - - - 874 - Stage 2 - - - - 869 - Approach EB WB SB HCM Control Delay, s 1.5 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1412 - - - 739 HCM Lane V/C Ratio 0.014 - - - 0.027 HCM Control Delay (s) 7.6 0 - - 10 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.1 C - 1 ([LVWLQJ&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 3 60 1 57 79 146 3 47 82 36 25 7Future Volume (vph) 3 60 1 57 79 146 3 47 82 36 25 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.98 0.98Frt 0.998 0.903 0.905 0.967Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1671 1756 0 1671 1589 0 1671 1553 0 1671 1701 0Flt Permitted 0.950 0.950 0.734 0.666Satd. Flow (perm) 1671 1756 0 1671 1589 0 1291 1553 0 1147 1701 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 1 88 80 8Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr)18 18Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8%Shared Lane Traffic (%)Lane Group Flow (vph) 3 68 0 63 250 0 3 143 0 40 36 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 6.4 9.3 7.4 10.5 8.4 8.4 8.4 8.4Actuated g/C Ratio 0.21 0.31 0.24 0.35 0.28 0.28 0.28 0.28v/c Ratio 0.01 0.13 0.16 0.41 0.01 0.29 0.13 0.08Control Delay 14.7 11.4 12.9 7.9 12.0 8.4 12.6 10.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 14.7 11.4 12.9 7.9 12.0 8.4 12.6 10.4LOS BBBABABBApproach Delay 11.5 8.9 8.5 11.6Approach LOS BAAB([LVWLQJ&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 0 45 130 53 2Queue Length 95th (ft) 6 3636 765 4626 21Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 1522 1732 1411 1507 1176 1421 1045 1550Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.00 0.040.04 0.170.00 0.100.04 0.02Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 30.4Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.41Intersection Signal Delay: 9.5Intersection LOS: AIntersection Capacity Utilization 42.4%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdC - 2 ([LVWLQJ&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 7 186 15 144 336 167 4 3 94 51 13 24Future Volume (vph) 7 186 15 144 336 167 4 3 94 51 13 24Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.989 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1703 3368 0 1703 3406 1524 1703 1792 1524 1703 1792 1524Flt Permitted 0.950 0.950 0.747 0.755Satd. Flow (perm) 1703 3368 0 1703 3406 1524 1339 1792 1524 1353 1792 1524Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 9 125 113 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83Heavy Vehicles (%) 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6%Shared Lane Traffic (%)Lane Group Flow (vph) 8 242 0 173 405 201 5 4 113 61 16 29Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 6.5 9.0 10.0 18.2 18.2 8.0 8.0 8.0 8.0 8.0 8.0Actuated g/C Ratio 0.17 0.24 0.27 0.48 0.48 0.21 0.21 0.21 0.21 0.21 0.21v/c Ratio 0.03 0.30 0.38 0.25 0.25 0.02 0.01 0.27 0.21 0.04 0.07Control Delay 17.4 14.3 16.1 6.8 4.3 14.8 14.7 6.3 16.9 14.8 0.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.4 14.3 16.1 6.8 4.3 14.8 14.7 6.3 16.9 14.8 0.3LOS BB BAABBABBAApproach Delay 14.4 8.2 6.9 12.1Approach LOS BAABQueue Length 50th (ft) 2 22 31 1761101130Queue Length 95th (ft) 10 48 73 61 41 7 6 25 36 14 0([LVWLQJ&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRInternal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 512 3223 1187 3406 1524 1064 1425 1234 1075 1425 1233Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.02 0.080.15 0.12 0.13 0.00 0.00 0.09 0.06 0.01 0.02Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 37.6Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.38Intersection Signal Delay: 9.7Intersection LOS: AIntersection Capacity Utilization 35.0%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdC - 3 2018 Existing Conditions AM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2018 Existing Conditions AM Peak-Hour Intersection Int Delay, s/veh 22.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 260 100 115 559 00001450167 Future Vol, veh/h 0 260 100 115 559 00001450167 Conflicting Peds, #/hr 1 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Stop Storage Length ---------0-105 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 77 77 77 25 25 25 83 83 83 Heavy Vehicles, % 8 88555000000 Mvmt Flow 0 268 103 149 726 00001750201 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 371 0 0 1159 - 363 Stage 1 ------1025 - - Stage 2 ------134-- Critical Hdwy - - - 4.2 - -6.8 - 6.9 Critical Hdwy Stg 1 ------5.8-- Critical Hdwy Stg 2 ------5.8-- Follow-up Hdwy - - - 2.25 - -3.5 - 3.3 Pot Cap-1 Maneuver 0 - - 1163 - 0 192 0 640 Stage 1 0 ----0 3120- Stage 2 0 ----0 8840- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1163 - -~ 151 0 640 Mov Cap-2 Maneuver ------~ 1510- Stage 1 ------2450- Stage 2 ------8840- Approach EB WB SB HCM Control Delay, s 0 2 91.2 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 1163 - 151 640 HCM Lane V/C Ratio - - 0.128 - 1.157 0.314 HCM Control Delay (s) - - 8.6 0.7 181 13.2 HCM Lane LOS - - A A F B HCM 95th %tile Q(veh) - - 0.4 - 9.7 1.3 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon C - 4 ([LVWLQJ&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 109 299 0 0 318 111 366 1 253 0 0 0Future Volume (vph) 109 299 0 0 318 111 366 1 253 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike FactorFrt 0.961 0.850Flt Protected 0.987 0.952Satd. Flow (prot) 0 3393 0 0 3304 0 0 1723 1538 0 0 0Flt Permitted 0.741 0.952Satd. Flow (perm) 0 2548 0 0 3304 0 0 1723 1538 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 88 191Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Peds. (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%Shared Lane Traffic (%)Lane Group Flow (vph) 0 439 0 0 461 0 0 395 272 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 10.0 10.0 10.0 6.0 6.0 6.0Minimum Split (s) 25.6 25.6 21.6 30.6 30.6 30.6Total Split (s) 44.6 44.6 44.6 34.6 34.6 34.6Total Split (%) 56.3% 56.3% 56.3% 43.7% 43.7% 43.7%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode Min Min Min None None NoneAct Effct Green (s) 13.9 13.9 15.6 15.6Actuated g/C Ratio 0.35 0.35 0.40 0.40v/c Ratio 0.49 0.38 0.58 0.37Control Delay 12.9 9.2 13.3 4.8Queue Delay 0.0 0.0 0.0 0.0Total Delay 12.9 9.2 13.3 4.8LOS BABAApproach Delay 12.9 9.2 9.8Approach LOS B A A([LVWLQJ&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)352857 10Queue Length 95th (ft)8973147 49Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)235930661367 1260Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.190.150.29 0.22Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 39.2Natural Cycle: 60Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.58Intersection Signal Delay: 10.5Intersection LOS: BIntersection Capacity Utilization 55.8%ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdC - 5 ([LVWLQJ&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 277 298 160 5 105 2 67 43 8 3 32 141Future Volume (vph) 277 298 160 5 105 2 67 43 8 3 32 141Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99 1.00 1.00 0.98 1.00 0.99Frt 0.948 0.997 0.850 0.850Flt Protected 0.950 0.950 0.971 0.996Satd. Flow (prot) 1770 3322 0 1770 3529 0 0 1809 1583 0 1855 1583Flt Permitted 0.950 0.950 0.971 0.996Satd. Flow (perm) 1770 3322 0 1762 3529 0 0 1806 1548 0 1854 1560Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 68 1 117 150Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 2 2 1 4 4 1Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Shared Lane Traffic (%)Lane Group Flow (vph) 295 487 0 5 114 0 0 117 9 0 37 150Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.5 10.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.9 23.4 6.2 7.5 9.4 9.4 7.2 7.2Actuated g/C Ratio 0.29 0.42 0.11 0.13 0.17 0.17 0.13 0.13v/c Ratio 0.59 0.34 0.03 0.24 0.38 0.03 0.16 0.45Control Delay 25.9 11.5 26.0 24.7 26.0 0.1 25.4 10.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 25.9 11.5 26.0 24.7 26.0 0.1 25.4 10.3LOS CBCC CACBApproach Delay 16.9 24.8 24.1 13.3Approach LOS B C C BQueue Length 50th (ft) 86 40 2 18 36 0 12 0([LVWLQJ&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 95th (ft) #213 11511 4383 037 45Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 504 2194 1156 33611182 1052529 552Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.59 0.220.00 0.030.10 0.010.07 0.27Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 55.6Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.59Intersection Signal Delay: 17.9Intersection LOS: BIntersection Capacity Utilization 42.2%ICU Level of Service AAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdC - 6 2038 Baseline Conditions AM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2038 Baseline Conditions AM Peak-Hour Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 70 99 36 20 4 Future Vol, veh/h 18 70 99 36 20 4 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 25 97 132 48 21 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 180 0 - 0 303 156 Stage 1 - - - - 156 - Stage 2 - - - - 147 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1366 - - - 664 859 Stage 1 - - - - 844 - Stage 2 - - - - 852 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1366 - - - 651 859 Mov Cap-2 Maneuver - - - - 651 - Stage 1 - - - - 844 - Stage 2 - - - - 836 - Approach EB WB SB HCM Control Delay, s 1.6 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1366 - - - 678 HCM Lane V/C Ratio 0.018 - - - 0.037 HCM Control Delay (s) 7.7 0 - - 10.5 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.1 C - 7 %DVHOLQH&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 4 76 1 72 100 185 4 60 104 46 32 9Future Volume (vph) 4 76 1 72 100 185 4 60 104 46 32 9Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.98 0.98Frt 0.998 0.903 0.905 0.967Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1671 1756 0 1671 1589 0 1671 1553 0 1671 1701 0Flt Permitted 0.950 0.950 0.727 0.642Satd. Flow (perm) 1671 1756 0 1671 1589 0 1279 1553 0 1108 1701 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 1 88 79 10Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr)18 18Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8%Shared Lane Traffic (%)Lane Group Flow (vph) 4 85 0 80 317 0 4 183 0 51 46 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 6.6 10.1 8.1 14.1 8.9 8.9 8.9 8.9Actuated g/C Ratio 0.19 0.29 0.23 0.40 0.26 0.26 0.26 0.26v/c Ratio 0.01 0.17 0.21 0.46 0.01 0.40 0.18 0.10Control Delay 17.8 13.9 15.8 8.7 13.0 11.4 14.8 11.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 17.8 13.9 15.8 8.7 13.0 11.4 14.8 11.6LOS BBBABBBBApproach Delay 14.1 10.1 11.4 13.3Approach LOS BBBB%DVHOLQH&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 1 1413 221 178 6Queue Length 95th (ft) 8 4750 1116 6734 28Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 1415 1682 1255 1435 1083 1327938 1442Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.00 0.050.06 0.220.00 0.140.05 0.03Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 34.9Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.46Intersection Signal Delay: 11.3Intersection LOS: BIntersection Capacity Utilization 47.0%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdC - 8 %DVHOLQH&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 9 236 19 183 427 212 5 4 119 65 17 30Future Volume (vph) 9 236 19 183 427 212 5 4 119 65 17 30Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.989 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1703 3368 0 1703 3406 1524 1703 1792 1524 1703 1792 1524Flt Permitted 0.950 0.950 0.744 0.754Satd. Flow (perm) 1703 3368 0 1703 3406 1524 1334 1792 1524 1352 1792 1524Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 9 124 143 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83Heavy Vehicles (%) 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6%Shared Lane Traffic (%)Lane Group Flow (vph) 11 307 0 220 514 255 6 5 143 78 20 36Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 6.3 10.0 11.5 24.4 24.4 8.6 8.6 8.6 8.6 8.6 8.6Actuated g/C Ratio 0.14 0.23 0.26 0.55 0.55 0.20 0.20 0.20 0.20 0.20 0.20v/c Ratio 0.04 0.40 0.50 0.27 0.28 0.02 0.01 0.35 0.30 0.06 0.09Control Delay 20.4 16.6 19.0 6.8 4.9 16.6 16.5 6.9 20.1 16.8 0.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 20.4 16.6 19.0 6.8 4.9 16.6 16.5 6.9 20.1 16.8 0.5LOS CB BAABBACBAApproach Delay 16.8 9.0 7.6 14.3Approach LOS BAABQueue Length 50th (ft) 2 32 45 25 11 1 1 0 16 4 0Queue Length 95th (ft) 14 66 100 81 58 9 8 30 48 18 0%DVHOLQH&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRInternal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 418 3042 1016 3399 1521 952 1279 1129 965 1279 1117Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.03 0.100.22 0.15 0.17 0.01 0.00 0.13 0.08 0.02 0.03Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 44Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.50Intersection Signal Delay: 10.9Intersection LOS: BIntersection Capacity Utilization 38.8%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdC - 9 2038 Baseline Conditions AM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2038 Baseline Conditions AM Peak-Hour Intersection Int Delay, s/veh 116.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 334 128 148 718 00001860215 Future Vol, veh/h 0 334 128 148 718 00001860215 Conflicting Peds, #/hr 1 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Stop Storage Length ---------0-105 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 77 77 77 25 25 25 83 83 83 Heavy Vehicles, % 8 88555000000 Mvmt Flow 0 344 132 192 932 00002240259 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 476 0 0 1489 - 466 Stage 1 ------1317 - - Stage 2 ------172-- Critical Hdwy - - - 4.2 - -6.8 - 6.9 Critical Hdwy Stg 1 ------5.8-- Critical Hdwy Stg 2 ------5.8-- Follow-up Hdwy - - - 2.25 - -3.5 - 3.3 Pot Cap-1 Maneuver 0 - - 1062 - 0 ~ 117 0 549 Stage 1 0 ----0 ~ 2190- Stage 2 0 ----0 8470- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1062 - -~ 73 0 549 Mov Cap-2 Maneuver ------~ 730- Stage 1 ------~ 1370- Stage 2 ------8470- Approach EB WB SB HCM Control Delay, s 0 2.6 $ 498.1 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 1062 - 73 549 HCM Lane V/C Ratio - - 0.181 - 3.07 0.472 HCM Control Delay (s) - - 9.1 1.2$ 1053.9 17.3 HCM Lane LOS - - A A F C HCM 95th %tile Q(veh) - - 0.7 - 22.6 2.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon C - 10 %DVHOLQH&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 140 384 0 0 409 143 470 1 325 0 0 0Future Volume (vph) 140 384 0 0 409 143 470 1 325 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike FactorFrt 0.961 0.850Flt Protected 0.987 0.952Satd. Flow (prot) 0 3393 0 0 3304 0 0 1723 1538 0 0 0Flt Permitted 0.660 0.952Satd. Flow (perm) 0 2269 0 0 3304 0 0 1723 1538 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 89 192Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Peds. (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%Shared Lane Traffic (%)Lane Group Flow (vph) 0 564 0 0 594 0 0 506 349 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 10.0 10.0 10.0 6.0 6.0 6.0Minimum Split (s) 25.6 25.6 21.6 30.6 30.6 30.6Total Split (s) 44.6 44.6 44.6 34.6 34.6 34.6Total Split (%) 56.3% 56.3% 56.3% 43.7% 43.7% 43.7%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode Min Min Min None None NoneAct Effct Green (s) 20.0 20.0 22.3 22.3Actuated g/C Ratio 0.38 0.38 0.43 0.43v/c Ratio 0.65 0.45 0.69 0.46Control Delay 18.0 11.7 18.6 7.5Queue Delay 0.0 0.0 0.0 0.0Total Delay 18.0 11.7 18.6 7.5LOS BBBAApproach Delay 18.0 11.7 14.1Approach LOS B B B%DVHOLQH&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)7156118 29Queue Length 95th (ft)139110263 97Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)176925951061 1021Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.320.230.48 0.34Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 52.2Natural Cycle: 60Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.69Intersection Signal Delay: 14.5Intersection LOS: BIntersection Capacity Utilization 68.2%ICU Level of Service CAnalysis Period (min) 15Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdC - 11 %DVHOLQH&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 352 378 203 6 133 3 85 55 10 4 41 179Future Volume (vph) 352 378 203 6 133 3 85 55 10 4 41 179Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99 1.00 1.00 0.98 1.00 0.99Frt 0.948 0.997 0.850 0.850Flt Protected 0.950 0.950 0.971 0.996Satd. Flow (prot) 1770 3322 0 1770 3529 0 0 1809 1583 0 1855 1583Flt Permitted 0.950 0.950 0.971 0.996Satd. Flow (perm) 1770 3322 0 1763 3529 0 0 1806 1548 0 1854 1560Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 68 2 117 190Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 2 2 1 4 4 1Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Shared Lane Traffic (%)Lane Group Flow (vph) 374 618 0 6 144 0 0 149 11 0 48 190Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.5 10.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.8 27.8 6.2 9.2 10.9 10.9 7.6 7.6Actuated g/C Ratio 0.26 0.45 0.10 0.15 0.18 0.18 0.12 0.12v/c Ratio 0.83 0.40 0.03 0.27 0.47 0.03 0.21 0.53Control Delay 42.6 12.7 30.0 25.1 29.1 0.1 28.8 11.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.6 12.7 30.0 25.1 29.1 0.1 28.8 11.1LOS DBCC CACBApproach Delay 24.0 25.3 27.1 14.7Approach LOS C C C BQueue Length 50th (ft) 124 60 2 24 48 0 16 0%DVHOLQH&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsAM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 95th (ft) #368 16314 54116 051 55Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 451 1969 1034 31951057 953473 539Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.83 0.310.01 0.050.14 0.010.10 0.35Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 61.8Natural Cycle: 100Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.83Intersection Signal Delay: 23.0Intersection LOS: CIntersection Capacity Utilization 50.0%ICU Level of Service AAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdC - 12 2038 Future with Development Conditions AM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions AM Peak-Hour Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 26 225 151 36 20 7 Future Vol, veh/h 26 225 151 36 20 7 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 36 313 201 48 21 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 249 0 - 0 610 225 Stage 1 - - - - 225 - Stage 2 - - - - 385 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1288 - - - 439 785 Stage 1 - - - - 785 - Stage 2 - - - - 662 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1288 - - - 424 785 Mov Cap-2 Maneuver - - - - 424 - Stage 1 - - - - 785 - Stage 2 - - - - 639 - Approach EB WB SB HCM Control Delay, s 0.8 0 13 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1288 - - - 481 HCM Lane V/C Ratio 0.028 - - - 0.059 HCM Control Delay (s) 7.9 0 - - 13 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.2 C - 13 )XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 12 207 17 72 144 185 9 60 104 46 32 12Future Volume (vph) 12 207 17 72 144 185 9 60 104 46 32 12Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.98 0.98Frt 0.989 0.916 0.905 0.960Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1671 1740 0 1671 1611 0 1671 1553 0 1671 1689 0Flt Permitted 0.950 0.950 0.725 0.642Satd. Flow (perm) 1671 1740 0 1671 1611 0 1275 1553 0 1108 1689 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 4 61 79 13Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr)18 18Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Heavy Vehicles (%) 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8%Shared Lane Traffic (%)Lane Group Flow (vph) 13 249 0 80 366 0 10 183 0 51 49 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 7.0 13.5 8.6 17.5 9.6 9.6 9.6 9.6Actuated g/C Ratio 0.18 0.34 0.22 0.45 0.24 0.24 0.24 0.24v/c Ratio 0.04 0.42 0.22 0.49 0.03 0.42 0.19 0.12Control Delay 20.7 15.2 18.7 9.7 15.8 13.2 17.4 13.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 20.7 15.2 18.7 9.7 15.8 13.2 17.4 13.2LOS CBBABBBBApproach Delay 15.4 11.3 13.3 15.4Approach LOS BBBB)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 3 4816 322 2110 7Queue Length 95th (ft) 17 12356 14813 7638 32Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 1314 1585 1157 1347 1003 1238871 1331Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.01 0.160.07 0.270.01 0.150.06 0.04Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 39.3Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.49Intersection Signal Delay: 13.2Intersection LOS: BIntersection Capacity Utilization 57.6%ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdC - 14 )XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 14 359 22 183 468 212 6 4 119 65 17 32Future Volume (vph) 14 359 22 183 468 212 6 4 119 65 17 32Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.991 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1703 3375 0 1703 3406 1524 1703 1792 1524 1703 1792 1524Flt Permitted 0.950 0.950 0.744 0.754Satd. Flow (perm) 1703 3375 0 1703 3406 1524 1334 1792 1524 1352 1792 1524Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 7 113 143 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83Heavy Vehicles (%) 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6%Shared Lane Traffic (%)Lane Group Flow (vph) 17 460 0 220 564 255 7 5 143 78 20 39Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 6.5 13.1 12.2 28.1 28.1 8.9 8.9 8.9 8.9 8.9 8.9Actuated g/C Ratio 0.13 0.27 0.25 0.58 0.58 0.18 0.18 0.18 0.18 0.18 0.18v/c Ratio 0.07 0.50 0.51 0.28 0.27 0.03 0.02 0.36 0.31 0.06 0.11Control Delay 23.6 17.5 21.3 6.6 4.8 19.3 19.2 7.6 23.0 19.4 0.6Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 23.6 17.5 21.3 6.6 4.8 19.3 19.2 7.6 23.0 19.4 0.6LOS CB CAABBACBAApproach Delay 17.7 9.2 8.5 16.1Approach LOS BAABQueue Length 50th (ft) 4 53 50 28 13 2 1 0 18 4 0Queue Length 95th (ft) 20 102 114 92 62 11 9 33 54 20 0)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRInternal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 385 2864935 3317 1487 876 1178 1050 888 1178 1037Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.04 0.160.24 0.17 0.17 0.01 0.00 0.14 0.09 0.02 0.04Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 48.2Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.51Intersection Signal Delay: 11.9Intersection LOS: BIntersection Capacity Utilization 42.3%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdC - 15 2038 Future with Development Conditions AM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions AM Peak-Hour Intersection Int Delay, s/veh 145.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 421 164 148 748 00001860226 Future Vol, veh/h 0 421 164 148 748 00001860226 Conflicting Peds, #/hr 1 00001000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Stop Storage Length ---------0-105 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 77 77 77 25 25 25 83 83 83 Heavy Vehicles, % 8 88555000000 Mvmt Flow 0 434 169 192 971 00002240272 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 603 0 0 1573 - 486 Stage 1 ------1356 - - Stage 2 ------217-- Critical Hdwy - - - 4.2 - -6.8 - 6.9 Critical Hdwy Stg 1 ------5.8-- Critical Hdwy Stg 2 ------5.8-- Follow-up Hdwy - - - 2.25 - -3.5 - 3.3 Pot Cap-1 Maneuver 0 - - 950 - 0 ~ 103 0 533 Stage 1 0 ----0 ~ 2080- Stage 2 0 ----0 8040- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 950 - -~ 58 0 533 Mov Cap-2 Maneuver ------~ 580- Stage 1 ------~ 1170- Stage 2 ------8040- Approach EB WB SB HCM Control Delay, s 0 2.9 $ 657.9 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 950 - 58 533 HCM Lane V/C Ratio - - 0.202 - 3.864 0.511 HCM Control Delay (s) - - 9.7 1.5$ 1434.7 18.6 HCM Lane LOS - - A A F C HCM 95th %tile Q(veh) - - 0.8 - 24.2 2.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon C - 16 )XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 173 438 0 0 427 143 482 1 325 0 0 0Future Volume (vph) 173 438 0 0 427 143 482 1 325 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike FactorFrt 0.962 0.850Flt Protected 0.986 0.952Satd. Flow (prot) 0 3390 0 0 3307 0 0 1723 1538 0 0 0Flt Permitted 0.643 0.952Satd. Flow (perm) 0 2211 0 0 3307 0 0 1723 1538 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 84 187Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Peds. (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Heavy Vehicles (%) 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5%Shared Lane Traffic (%)Lane Group Flow (vph) 0 657 0 0 613 0 0 519 349 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 10.0 10.0 10.0 6.0 6.0 6.0Minimum Split (s) 25.6 25.6 21.6 30.6 30.6 30.6Total Split (s) 44.6 44.6 44.6 34.6 34.6 34.6Total Split (%) 56.3% 56.3% 56.3% 43.7% 43.7% 43.7%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode Min Min Min None None NoneAct Effct Green (s) 24.3 24.3 23.6 23.6Actuated g/C Ratio 0.42 0.42 0.41 0.41v/c Ratio 0.71 0.43 0.74 0.47Control Delay 19.0 11.3 23.6 9.1Queue Delay 0.0 0.0 0.0 0.0Total Delay 19.0 11.3 23.6 9.1LOS B B C AApproach Delay 19.0 11.3 17.8Approach LOS B B B)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)9766148 36Queue Length 95th (ft)168113#339 119Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)15932406958 938Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.410.250.54 0.37Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 57.8Natural Cycle: 60Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.74Intersection Signal Delay: 16.3Intersection LOS: BIntersection Capacity Utilization 71.8%ICU Level of Service CAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdC - 17 )XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 370 411 206 6 144 3 86 55 10 4 41 185Future Volume (vph) 370 411 206 6 144 3 86 55 10 4 41 185Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99 1.00 1.00 0.98 1.00 0.99Frt 0.950 0.997 0.850 0.850Flt Protected 0.950 0.950 0.971 0.996Satd. Flow (prot) 1770 3330 0 1770 3529 0 0 1809 1583 0 1855 1583Flt Permitted 0.950 0.950 0.971 0.996Satd. Flow (perm) 1770 3330 0 1763 3529 0 0 1806 1548 0 1854 1560Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 60 2 117 197Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 2 2 1 4 4 1Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Shared Lane Traffic (%)Lane Group Flow (vph) 394 656 0 6 156 0 0 150 11 0 48 197Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.5 10.5 25.5 25.5 25.5 25.5 25.5 25.5 25.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.8 28.3 6.2 9.6 11.0 11.0 7.7 7.7Actuated g/C Ratio 0.25 0.45 0.10 0.15 0.18 0.18 0.12 0.12v/c Ratio 0.88 0.43 0.03 0.29 0.47 0.03 0.21 0.54Control Delay 49.1 13.1 30.7 25.1 29.5 0.1 29.3 11.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 49.1 13.1 30.7 25.1 29.5 0.1 29.3 11.2LOS DBCC CACBApproach Delay 26.6 25.3 27.5 14.8Approach LOS C C C BQueue Length 50th (ft) 133 66 2 26 49 0 16 0)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV$0V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsAM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 95th (ft) #404 17714 57120 052 57Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 447 1955 1025 31711048 946469 541Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.88 0.340.01 0.050.14 0.010.10 0.36Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 62.5Natural Cycle: 100Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.88Intersection Signal Delay: 24.8Intersection LOS: CIntersection Capacity Utilization 51.1%ICU Level of Service AAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdC - 18 2038 Future with Development Conditions AM.syn 7: Werner Rd & Site Access 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions AM Peak-Hour Intersection Int Delay, s/veh 4.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 163 88 0 55 103 Future Vol, veh/h 0 163 88 0 55 103 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 177 96 0 60 112 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 328 96 0 0 96 0 Stage 1 96 ----- Stage 2 232 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 666 960 - - 1498 - Stage 1 928 ----- Stage 2 807 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 637 960 - - 1498 - Mov Cap-2 Maneuver 637 ----- Stage 1 928 ----- Stage 2 772 ----- Approach WB NB SB HCM Control Delay, s 9.6 0 2.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 960 1498 - HCM Lane V/C Ratio - - 0.185 0.04 - HCM Control Delay (s) - - 9.6 7.5 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.7 0.1 - C - 19 D PM Level of Service Calculations C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2018 Existing Conditions PM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2018 Existing Conditions PM Peak-Hour Intersection Int Delay, s/veh 1.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 3 78 55 16 28 14 Future Vol, veh/h 3 78 55 16 28 14 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 4 108 73 21 29 15 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 95 0 - 0 201 84 Stage 1 - - - - 84 - Stage 2 - - - - 117 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1468 - - - 761 943 Stage 1 - - - - 910 - Stage 2 - - - - 879 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1468 - - - 759 943 Mov Cap-2 Maneuver - - - - 759 - Stage 1 - - - - 910 - Stage 2 - - - - 876 - Approach EB WB SB HCM Control Delay, s 0.3 0 9.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1468 - - - 812 HCM Lane V/C Ratio 0.003 - - - 0.054 HCM Control Delay (s) 7.5 0 - - 9.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.2 D - 1 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 9 85 17 490 54 97 3 44 121 121 200 7Future Volume (vph) 9 85 17 490 54 97 3 44 121 121 200 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 1.00 0.98 0.99 1.00Frt 0.975 0.904 0.890 0.995Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1808 0 1770 1661 0 1770 1627 0 1770 1852 0Flt Permitted 0.950 0.950 0.485 0.583Satd. Flow (perm) 1770 1808 0 1762 1661 0 902 1627 0 1076 1852 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 10 85 126 2Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr) 2 2 1 9 9 1Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.90Shared Lane Traffic (%)Lane Group Flow (vph) 10 109 0 527 162 0 3 177 0 130 223 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 6.4 9.0 25.3 33.9 13.2 13.2 13.2 13.2Actuated g/C Ratio 0.11 0.15 0.43 0.58 0.22 0.22 0.22 0.22v/c Ratio 0.05 0.38 0.69 0.16 0.01 0.38 0.54 0.53Control Delay 28.6 26.8 23.6 5.2 18.3 10.0 30.1 25.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.6 26.8 23.6 5.2 18.3 10.0 30.1 25.7LOS C C C A B B C CApproach Delay 27.0 19.3 10.2 27.3Approach LOS C B B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 3 33153 91 1542 71Queue Length 95th (ft) 18 82 #389 547 6094 137Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 966 1308763 1088492 945587 1012Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.01 0.080.69 0.150.01 0.190.22 0.22Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 58.7Natural Cycle: 80Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.69Intersection Signal Delay: 20.9Intersection LOS: CIntersection Capacity Utilization 64.3%ICU Level of Service CAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdD - 2 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 25 382 35 194 665 136 23 21 117 187 43 65Future Volume (vph) 25 382 35 194 665 136 23 21 117 187 43 65Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.98Frt 0.988 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3489 0 1770 3539 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.950 0.950 0.728 0.743Satd. Flow (perm) 1770 3489 0 1764 3539 1583 1356 1863 1583 1384 1863 1550Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 10 60 122 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Confl. Peds. (#/hr) 2 2Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Shared Lane Traffic (%)Lane Group Flow (vph) 26 434 0 202 693 142 24 22 122 195 45 68Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 7.0 13.4 12.4 26.7 26.7 14.0 14.0 14.0 14.0 14.0 14.0Actuated g/C Ratio 0.13 0.25 0.23 0.49 0.49 0.26 0.26 0.26 0.26 0.26 0.26v/c Ratio 0.11 0.50 0.50 0.40 0.18 0.07 0.05 0.24 0.54 0.09 0.14Control Delay 27.8 20.6 24.9 11.8 8.0 17.8 17.5 5.8 25.2 17.6 2.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 27.8 20.6 24.9 11.8 8.0 17.8 17.5 5.8 25.2 17.6 2.7LOS CC CBABBACBAApproach Delay 21.0 13.8 9.0 19.1Approach LOS C B A B&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 7 5853 52 10 5 5 0 51 10 0Queue Length 95th (ft) 34 130141 169 58 25 23 35 134 38 14Internal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 362 2786881 3292 1477 807 1109 991 823 1109 964Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.07 0.160.23 0.21 0.10 0.03 0.02 0.12 0.24 0.04 0.07Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 54.2Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.54Intersection Signal Delay: 15.9Intersection LOS: BIntersection Capacity Utilization 51.7%ICU Level of Service AAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdD - 3 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2018 Existing Conditions PM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2018 Existing Conditions PM Peak-Hour Intersection Int Delay, s/veh 51.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 355 340 413 813 0000644190 Future Vol, veh/h 0 355 340 413 813 0000644190 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield Storage Length - - 0 ------0-100 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 96 96 96 25 25 25 91 91 91 Heavy Vehicles, % 2 22222000111 Mvmt Flow 0 362 347 430 847 0000704209 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 362 0 0 1888 2069 423 Stage 1 ------1707 1707 - Stage 2 ------181362- Critical Hdwy - - - 4.14 - -6.82 6.52 6.92 Critical Hdwy Stg 1 ------5.82 5.52 - Critical Hdwy Stg 2 ------5.82 5.52 - Follow-up Hdwy - - - 2.22 - -3.51 4.01 3.31 Pot Cap-1 Maneuver 0 - - 1193 - 0 ~ 63 54 582 Stage 1 0 ----0 133146- Stage 2 0 ----0 835626- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1193 - -~ 20 0 582 Mov Cap-2 Maneuver ------~ 200- Stage 1 ------~ 420- Stage 2 ------8350- Approach EB WB SB HCM Control Delay, s 0 4.3 $ 396.3 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 1193 - 20 582 HCM Lane V/C Ratio - - 0.361 - 3.516 0.359 HCM Control Delay (s) - - 9.7 1.6$ 1529.3 14.6 HCM Lane LOS - - A A F B HCM 95th %tile Q(veh) - - 1.7 - 9.2 1.6 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon D - 4 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 112 306 0 0 855 339 371 1 196 0 0 0Future Volume (vph) 112 306 0 0 855 339 371 1 196 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99Frt 0.957 0.850Flt Protected 0.987 0.952Satd. Flow (prot) 0 3528 0 0 3401 0 0 1739 1553 0 0 0Flt Permitted 0.565 0.952Satd. Flow (perm) 0 2019 0 0 3401 0 0 1739 1553 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 122 134Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Bikes (#/hr) 1Peak Hour Factor 0.94 0.94 0.94 0.96 0.96 0.96 0.97 0.97 0.97 0.88 0.88 0.88Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 4% 4% 4% 0% 0% 0%Shared Lane Traffic (%)Lane Group Flow (vph) 0 445 0 0 1244 0 0 383 202 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 10.0 10.0 10.0Minimum Split (s) 24.6 24.6 21.6 29.6 29.6 29.6Total Split (s) 49.2 49.2 49.2 30.0 30.0 30.0Total Split (%) 62.1% 62.1% 62.1% 37.9% 37.9% 37.9%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode None None None Min Min MinAct Effct Green (s) 30.9 30.9 18.4 18.4Actuated g/C Ratio 0.52 0.52 0.31 0.31v/c Ratio 0.42 0.68 0.71 0.35Control Delay 10.5 11.8 27.8 9.2Queue Delay 0.0 0.0 0.0 0.0Total Delay 10.5 11.8 27.8 9.2LOS B B C AApproach Delay 10.5 11.8 21.3Approach LOS B B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)46139117 17Queue Length 95th (ft)91244260 73Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)15602656805 790Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.290.470.48 0.26Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 59.2Natural Cycle: 60Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.71Intersection Signal Delay: 14.0Intersection LOS: BIntersection Capacity Utilization 78.3%ICU Level of Service DAnalysis Period (min) 15Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdD - 5 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 235 190 109 19 719 6 136 79 16 6 97 395Future Volume (vph) 235 190 109 19 719 6 136 79 16 6 97 395Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 0.98 1.00 0.97Frt 0.945 0.999 0.850 0.850Flt Protected 0.950 0.950 0.969 0.997Satd. Flow (prot) 1787 3378 0 1787 3570 0 0 1823 1599 0 1876 1599Flt Permitted 0.950 0.950 0.969 0.997Satd. Flow (perm) 1785 3378 0 1787 3570 0 0 1807 1567 0 1875 1555Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 78 1 117 352Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 1 1 6 3 3 6Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Shared Lane Traffic (%)Lane Group Flow (vph) 258 329 0 21 797 0 0 236 18 0 114 434Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 20.5 10.5 20.5 20.5 20.5 20.5 20.5 20.5 20.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.8 43.9 7.0 27.9 18.0 18.0 13.3 13.3Actuated g/C Ratio 0.17 0.47 0.07 0.30 0.19 0.19 0.14 0.14v/c Ratio 0.85 0.20 0.16 0.75 0.67 0.05 0.43 0.83Control Delay 67.1 13.4 48.2 35.0 46.6 0.2 44.6 24.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 67.1 13.4 48.2 35.0 46.6 0.2 44.6 24.2LOS EBDC DADCApproach Delay 37.0 35.3 43.3 28.5Approach LOS DDDC&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?([LVWLQJ&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2018 Existing ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 158 4112 230136 063 45Queue Length 95th (ft) #355 9440 325230 0132 #220Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 303 1630694 2169708 680318 556Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.85 0.200.03 0.370.33 0.030.36 0.78Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 93.4Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.85Intersection Signal Delay: 35.0Intersection LOS: CIntersection Capacity Utilization 68.3%ICU Level of Service CAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdD - 6 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2038 Baseline Conditions PM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2038 Baseline Conditions PM Peak-Hour Intersection Int Delay, s/veh 1.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 99 70 20 36 18 Future Vol, veh/h 4 99 70 20 36 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 6 138 93 27 38 19 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 120 0 - 0 256 107 Stage 1 - - - - 107 - Stage 2 - - - - 149 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1437 - - - 707 915 Stage 1 - - - - 888 - Stage 2 - - - - 850 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1437 - - - 703 915 Mov Cap-2 Maneuver - - - - 703 - Stage 1 - - - - 888 - Stage 2 - - - - 846 - Approach EB WB SB HCM Control Delay, s 0.3 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1437 - - - 762 HCM Lane V/C Ratio 0.004 - - - 0.075 HCM Control Delay (s) 7.5 0 - - 10.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 D - 7 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 11 108 22 622 69 123 4 56 154 154 254 9Future Volume (vph) 11 108 22 622 69 123 4 56 154 154 254 9Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 1.00 0.98 0.99 1.00Frt 0.974 0.904 0.890 0.995Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1806 0 1770 1661 0 1770 1627 0 1770 1852 0Flt Permitted 0.950 0.950 0.400 0.498Satd. Flow (perm) 1770 1806 0 1762 1661 0 744 1627 0 920 1852 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 11 85 126 2Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr) 2 2 1 9 9 1Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.90Shared Lane Traffic (%)Lane Group Flow (vph) 12 140 0 669 206 0 4 226 0 166 283 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 6.4 10.4 24.9 37.4 18.1 18.1 18.1 18.1Actuated g/C Ratio 0.10 0.15 0.37 0.56 0.27 0.27 0.27 0.27v/c Ratio 0.07 0.48 1.02 0.21 0.02 0.43 0.67 0.56Control Delay 32.6 31.1 66.7 7.1 18.0 11.9 36.2 25.7Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 32.6 31.1 66.7 7.1 18.0 11.9 36.2 25.7LOS C C E A B B D CApproach Delay 31.3 52.7 12.0 29.6Approach LOS C D B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 5 49 ~286 201 3260 98Queue Length 95th (ft) 21 109 #606 818 87129 176Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 830 1124656 975348 830431 870Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.01 0.121.02 0.210.01 0.270.39 0.33Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 67.1Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.02Intersection Signal Delay: 39.2Intersection LOS: DIntersection Capacity Utilization 79.8%ICU Level of Service DAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdD - 8 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 32 485 44 246 844 173 29 27 149 237 55 83Future Volume (vph) 32 485 44 246 844 173 29 27 149 237 55 83Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.98Frt 0.987 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3485 0 1770 3539 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.950 0.950 0.720 0.739Satd. Flow (perm) 1770 3485 0 1765 3539 1583 1341 1863 1583 1377 1863 1550Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 10 60 155 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Confl. Peds. (#/hr) 2 2Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Shared Lane Traffic (%)Lane Group Flow (vph) 33 551 0 256 879 180 30 28 155 247 57 86Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 7.4 17.8 16.1 34.6 34.6 18.7 18.7 18.7 18.7 18.7 18.7Actuated g/C Ratio 0.11 0.27 0.24 0.52 0.52 0.28 0.28 0.28 0.28 0.28 0.28v/c Ratio 0.17 0.59 0.60 0.48 0.21 0.08 0.05 0.28 0.64 0.11 0.17Control Delay 36.2 25.7 31.7 14.1 9.5 20.9 20.5 5.7 31.6 20.7 4.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.2 25.7 31.7 14.1 9.5 20.9 20.5 5.7 31.6 20.7 4.5LOS D C C B A C C A C C AApproach Delay 26.3 16.9 9.8 24.1Approach LOS C B A C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 12 9689 90 19 9 8 0 85 17 0Queue Length 95th (ft) 47 201212 262 87 33 31 42 201 52 24Internal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 298 2267724 2941 1325 656 911 853 673 911 811Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.11 0.240.35 0.30 0.14 0.05 0.03 0.18 0.37 0.06 0.11Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 67.1Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.64Intersection Signal Delay: 19.6Intersection LOS: BIntersection Capacity Utilization 59.6%ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdD - 9 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2038 Baseline Conditions PM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2038 Baseline Conditions PM Peak-Hour Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 451 432 524 1032 0000815241 Future Vol, veh/h 0 451 432 524 1032 0000815241 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield Storage Length - - 0 ------0-100 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 96 96 96 25 25 25 91 91 91 Heavy Vehicles, % 2 22222000111 Mvmt Flow 0 460 441 546 1075 0000895265 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 460 0 0 2397 2627 538 Stage 1 ------2167 2167 - Stage 2 ------230460- Critical Hdwy - - - 4.14 - -6.82 6.52 6.92 Critical Hdwy Stg 1 ------5.82 5.52 - Critical Hdwy Stg 2 ------5.82 5.52 - Follow-up Hdwy - - - 2.22 - -3.51 4.01 3.31 Pot Cap-1 Maneuver 0 - - 1097 - 0 ~ 28 24 490 Stage 1 0 ----0 ~ 7486- Stage 2 0 ----0 789567- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1097 - -0 0 490 Mov Cap-2 Maneuver ------00- Stage 1 ------00- Stage 2 ------7890- Approach EB WB SB HCM Control Delay, s 0 5.7 HCM LOS - Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 1097 - - 490 HCM Lane V/C Ratio - - 0.498 - - 0.54 HCM Control Delay (s) - - 11.5 2.8 - 20.7 HCM Lane LOS - - B A - C HCM 95th %tile Q(veh) - - 2.9 - - 3.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon D - 10 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 142 388 0 0 1085 430 471 1 249 0 0 0Future Volume (vph) 142 388 0 0 1085 430 471 1 249 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99Frt 0.957 0.850Flt Protected 0.987 0.952Satd. Flow (prot) 0 3528 0 0 3401 0 0 1739 1553 0 0 0Flt Permitted 0.521 0.952Satd. Flow (perm) 0 1862 0 0 3401 0 0 1739 1553 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 122 134Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Bikes (#/hr) 1Peak Hour Factor 0.94 0.94 0.94 0.96 0.96 0.96 0.97 0.97 0.97 0.88 0.88 0.88Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 4% 4% 4% 0% 0% 0%Shared Lane Traffic (%)Lane Group Flow (vph) 0 564 0 0 1578 0 0 487 257 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 10.0 10.0 10.0Minimum Split (s) 24.6 24.6 21.6 29.6 29.6 29.6Total Split (s) 49.2 49.2 49.2 30.0 30.0 30.0Total Split (%) 62.1% 62.1% 62.1% 37.9% 37.9% 37.9%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode None None None Min Min MinAct Effct Green (s) 40.5 40.5 23.6 23.6Actuated g/C Ratio 0.55 0.55 0.32 0.32v/c Ratio 1.48dl 0.82 0.87 0.44Control Delay 13.3 16.8 43.5 12.9Queue Delay 0.0 0.0 0.0 0.0Total Delay 13.3 16.8 43.5 12.9LOS B B D BApproach Delay 13.3 16.8 32.9Approach LOS B B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)84279225 44Queue Length 95th (ft)129375#397 107Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)11542154613 635Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.490.730.79 0.40Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 73.5Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.87Intersection Signal Delay: 20.3Intersection LOS: CIntersection Capacity Utilization 96.2%ICU Level of Service FAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdD - 11 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 298 241 138 24 913 8 173 100 20 8 123 501Future Volume (vph) 298 241 138 24 913 8 173 100 20 8 123 501Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 0.98 1.00 0.97Frt 0.945 0.999 0.850 0.850Flt Protected 0.950 0.950 0.969 0.997Satd. Flow (prot) 1787 3378 0 1787 3570 0 0 1823 1599 0 1876 1599Flt Permitted 0.950 0.950 0.969 0.997Satd. Flow (perm) 1785 3378 0 1787 3570 0 0 1807 1567 0 1875 1555Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 78 1 117 328Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 1 1 6 3 3 6Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Shared Lane Traffic (%)Lane Group Flow (vph) 327 417 0 26 1012 0 0 300 22 0 144 551Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 20.5 10.5 20.5 20.5 20.5 20.5 20.5 20.5 20.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.6 47.0 7.3 34.1 22.8 22.8 15.6 15.6Actuated g/C Ratio 0.15 0.44 0.07 0.32 0.21 0.21 0.15 0.15v/c Ratio 1.25 0.27 0.21 0.88 0.77 0.05 0.52 1.08Control Delay 179.0 17.5 53.2 44.9 53.0 0.2 51.5 83.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 179.0 17.5 53.2 44.9 53.0 0.2 51.5 83.9LOS FBDD DADFApproach Delay 88.5 45.1 49.4 77.2Approach LOS F D D E&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?%DVHOLQH&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Baseline ConditionsPM Peak-HourLane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) ~283 7817 338196 093 ~220Queue Length 95th (ft) #506 13748 #517290 0172 #468Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 262 1540601 1877612 604275 508Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio1.25 0.270.04 0.540.49 0.040.52 1.08Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 106.2Natural Cycle: 110Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.25Intersection Signal Delay: 65.1Intersection LOS: EIntersection Capacity Utilization 83.2%ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdD - 12 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2038 Future with Development Conditions PM.syn 1: Werner Rd & Sunnyhill Rd S 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions PM Peak-Hour Intersection Int Delay, s/veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 202 244 20 36 27 Future Vol, veh/h 9 202 244 20 36 27 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 72 72 75 75 95 95 Heavy Vehicles, % 7 7 18 18 14 14 Mvmt Flow 13 281 325 27 38 28 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 352 0 - 0 645 339 Stage 1 - - - - 339 - Stage 2 - - - - 306 - Critical Hdwy 4.17 - - - 6.54 6.34 Critical Hdwy Stg 1 - - - - 5.54 - Critical Hdwy Stg 2 - - - - 5.54 - Follow-up Hdwy 2.263 - - - 3.626 3.426 Pot Cap-1 Maneuver 1180 - - - 418 677 Stage 1 - - - - 696 - Stage 2 - - - - 720 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1180 - - - 413 677 Mov Cap-2 Maneuver - - - - 413 - Stage 1 - - - - 696 - Stage 2 - - - - 711 - Approach EB WB SB HCM Control Delay, s 0.3 0 13.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1180 - - - 496 HCM Lane V/C Ratio 0.011 - - - 0.134 HCM Control Delay (s) 8.1 0 - - 13.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.5 D - 13 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 16 195 33 622 216 123 22 56 154 154 254 18Future Volume (vph) 16 195 33 622 216 123 22 56 154 154 254 18Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 115 0 105 0 120 0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 1.00 0.98 0.99 1.00Frt 0.979 0.946 0.890 0.990Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 1817 0 1770 1749 0 1770 1627 0 1770 1841 0Flt Permitted 0.950 0.950 0.365 0.482Satd. Flow (perm) 1770 1817 0 1763 1749 0 679 1627 0 890 1841 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 9 27 126 3Link Speed (mph) 30 30 30 30Link Distance (ft) 3252 773 449 742Travel Time (s) 73.9 17.6 10.2 16.9Confl. Peds. (#/hr) 2 2 1 9 9 1Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.90Shared Lane Traffic (%)Lane Group Flow (vph) 17 245 0 669 364 0 24 226 0 166 293 0Turn Type Prot NA Prot NA Perm NA Perm NAProtected Phases 5 2 1 6 8 4Permitted Phases 8 4Detector Phase 52168844Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 25.0 11.5 26.5 26.0 26.0 25.0 25.0Total Split (s) 35.0 40.0 30.0 40.0 35.0 35.0 30.0 30.0Total Split (%) 31.8% 36.4% 27.3% 36.4% 31.8% 31.8% 27.3% 27.3%Yellow Time (s) 3.0 3.0 4.5 4.5 3.0 3.0 3.0 3.0All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.0 4.0 5.5 5.5 4.0 4.0 4.0 4.0Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None Min Min Min MinAct Effct Green (s) 6.6 15.1 25.0 42.1 19.0 19.0 19.0 19.0Actuated g/C Ratio 0.09 0.21 0.34 0.58 0.26 0.26 0.26 0.26v/c Ratio 0.11 0.64 1.10 0.36 0.14 0.44 0.72 0.61Control Delay 36.2 34.5 95.5 10.8 23.1 13.3 43.3 29.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 36.2 34.5 95.5 10.8 23.1 13.3 43.3 29.5LOS DCFBCBDCApproach Delay 34.6 65.7 14.2 34.5Approach LOS C E B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q8QLRQ$YH:$XWR&HQWHU%OYG :HUQHU5G7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 7 97 ~357 678 3567 114Queue Length 95th (ft) 28 183 #677 19428 98 #150 206Internal Link Dist (ft)3172693369662Turn Bay Length (ft) 115115105120Base Capacity (vph) 769 1047607 1023294 778386 801Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio0.02 0.231.10 0.360.08 0.290.43 0.37Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 72.8Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.10Intersection Signal Delay: 48.0Intersection LOS: DIntersection Capacity Utilization 84.7%ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 2: Union Ave W/Auto Center Blvd & Werner RdD - 14 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 35 567 46 246 982 173 33 27 149 237 55 88Future Volume (vph) 35 567 46 246 982 173 33 27 149 237 55 88Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 115 0 70 25 105 25 100 25Storage Lanes 1 0 1 1 1 1 1 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.98Frt 0.989 0.850 0.850 0.850Flt Protected 0.950 0.950 0.950 0.950Satd. Flow (prot) 1770 3493 0 1770 3539 1583 1770 1863 1583 1770 1863 1583Flt Permitted 0.950 0.950 0.720 0.739Satd. Flow (perm) 1770 3493 0 1765 3539 1583 1341 1863 1583 1377 1863 1550Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 9 60 155 104Link Speed (mph) 30 30 30 30Link Distance (ft) 773 972 745 720Travel Time (s) 17.6 22.1 16.9 16.4Confl. Peds. (#/hr) 2 2Confl. Bikes (#/hr) 1 1Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Shared Lane Traffic (%)Lane Group Flow (vph) 36 639 0 256 1023 180 34 28 155 247 57 92Turn Type Prot NA Prot NA Perm Perm NA Perm Perm NA PermProtected Phases 5 2 1 6 8 4Permitted Phases 6 8 8 4 4Detector Phase 52 166888444Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 23.5 10.5 25.5 25.5 22.5 22.5 22.5 26.5 26.5 26.5Total Split (s) 15.0 45.0 30.0 45.0 45.0 35.0 35.0 35.0 35.0 35.0 35.0Total Split (%) 13.6% 40.9% 27.3% 40.9% 40.9% 31.8% 31.8% 31.8% 31.8% 31.8% 31.8%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes Yes YesRecall Mode None None None None None Min Min Min Min Min MinAct Effct Green (s) 7.6 21.2 16.6 36.2 36.2 19.3 19.3 19.3 19.3 19.3 19.3Actuated g/C Ratio 0.11 0.30 0.23 0.50 0.50 0.27 0.27 0.27 0.27 0.27 0.27v/c Ratio 0.19 0.62 0.62 0.57 0.22 0.09 0.06 0.29 0.67 0.11 0.19Control Delay 39.1 25.6 34.9 16.3 10.0 23.5 22.9 6.1 35.4 23.1 5.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 39.1 25.6 34.9 16.3 10.0 23.5 22.9 6.1 35.4 23.1 5.5LOS D C C B A C C A D C AApproach Delay 26.4 18.8 11.0 26.7Approach LOS C B B C&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q2\VWHU%D\$YH1$XWR&HQWHU:D\ :HUQHU5G:/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) 15 123102 179 31 11 9 0 97 19 0Queue Length 95th (ft) 53 237224 319 86 39 33 44 216 56 29Internal Link Dist (ft)693892665640Turn Bay Length (ft) 1157025 10525 10025Base Capacity (vph) 280 2140682 2799 1264 618 858 813 634 858 770Starvation Cap Reductn 0 0000000000Spillback Cap Reductn 0 0000000000Storage Cap Reductn0 0000000000Reduced v/c Ratio0.13 0.300.38 0.37 0.14 0.06 0.03 0.19 0.39 0.07 0.12Intersection SummaryArea Type:OtherCycle Length: 110Actuated Cycle Length: 71.7Natural Cycle: 65Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.67Intersection Signal Delay: 21.2Intersection LOS: CIntersection Capacity Utilization 63.2%ICU Level of Service BAnalysis Period (min) 15Splits and Phases: 3: Oyster Bay Ave N/Auto Center Way & Werner Rd/W Loxie Eagans BlvdD - 15 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2038 Future with Development Conditions PM.syn 4: SR-3 SB Ramps & W Loxie Eagans Blvd 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions PM Peak-Hour Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 509 456 524 1133 0000815278 Future Vol, veh/h 0 509 456 524 1133 0000815278 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - Yield Storage Length - - 0 --------100 Veh in Median Storage, # - 0 - - 0 -----0- Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 96 96 96 25 25 25 91 91 91 Heavy Vehicles, % 2 22222000111 Mvmt Flow 0 519 465 546 1180 0000895305 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 519 0 0 2532 2791 590 Stage 1 ------2272 2272 - Stage 2 ------260519- Critical Hdwy - - - 4.14 - -6.82 6.52 6.92 Critical Hdwy Stg 1 ------5.82 5.52 - Critical Hdwy Stg 2 ------5.82 5.52 - Follow-up Hdwy - - - 2.22 - -3.51 4.01 3.31 Pot Cap-1 Maneuver 0 - - 1043 - 0 ~ 23 19 453 Stage 1 0 ----0 ~ 6576- Stage 2 0 ----0 763533- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1043 - -0 0 453 Mov Cap-2 Maneuver ------00- Stage 1 ------00- Stage 2 ------7630- Approach EB WB SB HCM Control Delay, s 0 6 HCM LOS - Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 1043 - - 453 HCM Lane V/C Ratio - - 0.523 - - 0.674 HCM Control Delay (s) - - 12.2 3.2 - 27.9 HCM Lane LOS - - B A - D HCM 95th %tile Q(veh) - - 3.1 - - 4.9 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon D - 16 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 164 424 0 0 1146 430 511 1 249 0 0 0Future Volume (vph) 164 424 0 0 1146 430 511 1 249 0 0 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 0 0 0 0 0 70 0 0Storage Lanes 0 0 0 0 0 1 0 0Taper Length (ft) 25 25 25 25Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 0.99Frt 0.959 0.850Flt Protected 0.986 0.952Satd. Flow (prot) 0 3524 0 0 3408 0 0 1739 1553 0 0 0Flt Permitted 0.529 0.952Satd. Flow (perm) 0 1891 0 0 3408 0 0 1739 1553 0 0 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 112 124Link Speed (mph) 30 30 30 30Link Distance (ft) 1468 742 809 693Travel Time (s) 33.4 16.9 18.4 15.8Confl. Bikes (#/hr) 1Peak Hour Factor 0.94 0.94 0.94 0.96 0.96 0.96 0.97 0.97 0.97 0.88 0.88 0.88Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 4% 4% 4% 0% 0% 0%Shared Lane Traffic (%)Lane Group Flow (vph) 0 625 0 0 1642 0 0 528 257 0 0 0Turn Type Perm NA NA Split NA PermProtected Phases 6 2 4 4Permitted Phases 6 4Detector Phase 6 6 2 4 4 4Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 10.0 10.0 10.0Minimum Split (s) 24.6 24.6 21.6 29.6 29.6 29.6Total Split (s) 49.2 49.2 49.2 30.0 30.0 30.0Total Split (%) 62.1% 62.1% 62.1% 37.9% 37.9% 37.9%Yellow Time (s) 3.6 3.6 3.6 3.6 3.6 3.6All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0Total Lost Time (s) 4.6 4.6 4.6 4.6Lead/LagLead-Lag Optimize?Recall Mode None None None Min Min MinAct Effct Green (s) 42.3 42.3 24.7 24.7Actuated g/C Ratio 0.56 0.56 0.32 0.32v/c Ratio 1.76dl 0.85 0.94 0.44Control Delay 14.2 18.4 53.6 13.6Queue Delay 0.0 0.0 0.0 0.0Total Delay 14.2 18.4 53.6 13.6LOS B B D BApproach Delay 14.2 18.4 40.5Approach LOS B B D&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q651%5DPSV :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft)97304252 48Queue Length 95th (ft)148408#445 112Internal Link Dist (ft)1388662729613Turn Bay Length (ft)70Base Capacity (vph)11132053583 603Starvation Cap Reductn000 0Spillback Cap Reductn000 0Storage Cap Reductn000 0Reduced v/c Ratio0.560.800.91 0.43Intersection SummaryArea Type:OtherCycle Length: 79.2Actuated Cycle Length: 76.2Natural Cycle: 75Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.94Intersection Signal Delay: 23.2Intersection LOS: CIntersection Capacity Utilization 101.8%ICU Level of Service GAnalysis Period (min) 15# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.dl Defacto Left Lane. Recode with 1 though lane as a left lane.Splits and Phases: 5: SR-3 NB Ramps & W Loxie Eagans BlvdD - 17 &?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 310 263 140 24 950 8 177 100 20 8 123 521Future Volume (vph) 310 263 140 24 950 8 177 100 20 8 123 521Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (ft) 160 0 140 0 0 110 0 55Storage Lanes 1 0 1 0 0 1 0 1Taper Length (ft) 25 25 25 25Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00Ped Bike Factor 1.00 1.00 0.99 0.98 1.00 0.97Frt 0.948 0.999 0.850 0.850Flt Protected 0.950 0.950 0.969 0.997Satd. Flow (prot) 1787 3388 0 1787 3570 0 0 1823 1599 0 1876 1599Flt Permitted 0.950 0.950 0.969 0.997Satd. Flow (perm) 1785 3388 0 1787 3570 0 0 1808 1567 0 1875 1555Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 67 1 117 322Link Speed (mph) 30 30 25 25Link Distance (ft) 742 774 832 660Travel Time (s) 16.9 17.6 22.7 18.0Confl. Peds. (#/hr) 1 1 6 3 3 6Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%Shared Lane Traffic (%)Lane Group Flow (vph) 341 443 0 26 1053 0 0 305 22 0 144 573Turn Type Prot NA Prot NA Split NA Perm Split NA PermProtected Phases 5 2 1 6 8 8 7 7Permitted Phases87Detector Phase 52 16 888777Switch PhaseMinimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Minimum Split (s) 10.5 20.5 10.5 20.5 20.5 20.5 20.5 20.5 20.5 20.5Total Split (s) 20.0 40.0 40.0 40.0 40.0 40.0 40.0 20.0 20.0 20.0Total Split (%) 14.3% 28.6% 28.6% 28.6% 28.6% 28.6% 28.6% 14.3% 14.3% 14.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lead Lead LeadLead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes YesRecall Mode None None None None Min Min Min Min Min MinAct Effct Green (s) 15.6 47.3 7.3 34.4 23.1 23.1 15.6 15.6Actuated g/C Ratio 0.15 0.44 0.07 0.32 0.22 0.22 0.15 0.15v/c Ratio 1.31 0.29 0.21 0.91 0.77 0.05 0.53 1.14Control Delay 202.4 18.6 53.5 48.4 53.3 0.2 51.8 105.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 202.4 18.6 53.5 48.4 53.3 0.2 51.8 105.3LOS FBDD DADFApproach Delay 98.5 48.6 49.7 94.6Approach LOS F D D F&?8VHUV?6DUXQDV)DUOHU?'HVNWRS??6\QFKUR?)XWXUHZLWK'HYHORSPHQW&RQGLWLRQV30V\Q61DWLRQDO$YH :/R[LH(DJDQV%OYG7700 Werner Rd (18-054)GTC (SPF)2038 Future with Development ConditionsPM Peak-HourLane GroupEBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRQueue Length 50th (ft) ~305 8817 359200 093 ~261Queue Length 95th (ft) #534 15248 #556296 0173 #517Internal Link Dist (ft)662694752580Turn Bay Length (ft) 16014011055Base Capacity (vph) 260 1537597 1865608 601273 501Starvation Cap Reductn 0 00 00 00 0Spillback Cap Reductn 0 00 00 00 0Storage Cap Reductn0 00 00 00 0Reduced v/c Ratio1.31 0.290.04 0.560.50 0.040.53 1.14Intersection SummaryArea Type:OtherCycle Length: 140Actuated Cycle Length: 106.8Natural Cycle: 130Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 1.31Intersection Signal Delay: 73.5Intersection LOS: EIntersection Capacity Utilization 85.7%ICU Level of Service EAnalysis Period (min) 15~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles.# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.Splits and Phases: 6: S National Ave & W Loxie Eagans BlvdD - 18 C:\Users\Sarunas Farler\Desktop\18-054\Synchro\2038 Future with Development Conditions PM.syn 7: Werner Rd & Site Access 7700 Werner Rd (18-054) GTC (SPF)2038 Future with Development Conditions PM Peak-Hour Intersection Int Delay, s/veh 5.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 0 108 103 0 183 88 Future Vol, veh/h 0 108 103 0 183 88 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 117 112 0 199 96 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 605 112 0 0 112 0 Stage 1 112 ----- Stage 2 493 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 461 941 - - 1478 - Stage 1 913 ----- Stage 2 614 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 396 941 - - 1478 - Mov Cap-2 Maneuver 396 ----- Stage 1 913 ----- Stage 2 527 ----- Approach WB NB SB HCM Control Delay, s 9.4 0 5.3 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 941 1478 - HCM Lane V/C Ratio - - 0.125 0.135 - HCM Control Delay (s) - - 9.4 7.8 0 HCM Lane LOS - - A A A HCM 95th %tile Q(veh) - - 0.4 0.5 - D - 19 E Collision Data OFFICER REPORTED CRASHES THAT OCCURRED on OR in the vicinty of MUTIPLE ROADS SEGMENTS IN THE CITY OF BREMERTON & KITSAP COUNTY01/01/2013 ‐ 12/31/2017 ‐ Please refer to 2nd tab for Road InformationINDEXED PRIMARY TRAFFICWAYINTERSECTING TRAFFICWAY/ REFERENCE POINTDIST FROM REF POINTMI or FTCOMP DIR FROM REF POINTA/BREPORT NUMBER DATE TIME# INJ# FAT# VEH# PEDS# BIKESFIRST COLLISION TYPE / OBJECT STRUCKAUTO CENTER WAY WERNER RD E225085 02/04/2013 18:2700200From opposite direction ‐ one left turn ‐ one straightAUTO CENTER WAY WERNER RD E301183 01/18/2014 17:2710200From opposite direction ‐ one left turn ‐ one straightAUTO CENTER WAY WERNER RD E489744 11/30/2015 17:2500200From opposite direction ‐ one left turn ‐ one straightAUTO CENTER WAY WERNER RD E493829 12/14/2015 17:1400200From opposite direction ‐ one left turn ‐ one straightAUTO CENTER WAY WERNER RD E504453 01/11/2016 17:4400200From same direction ‐ both going straight ‐ both moving ‐ rear‐endAUTO CENTER WAY WERNER RD E578656 08/26/2016 16:1510200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endAUTO CENTER WAY WERNER RD E606951 11/09/2016 15:2900200From same direction ‐ all othersLOXIE EAGANS AUTO CENTER WAY 64 F W E670290 05/06/2017 15:1310100Vehicle overturnedOYSTER BAY AVE S LOXIE EAGANS BLVD E381781 12/08/2014 17:0700200From opposite direction ‐ one left turn ‐ one straightOYSTER BAY AVE S LOXIE EAGANS BLVD E512329 02/03/2016 13:4800200Same direction ‐‐ both turning right ‐‐ one stopped ‐‐ rear endOYSTER BAY AVE S WERNER RD E578652 08/25/2016 13:1400200Same direction ‐‐ both turning right ‐‐ both moving ‐‐ rear endOYSTER BAY AVE S WERNER RD E698087 07/31/2017 09:4700200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endUNION AVE W WERNER RD 3616745 10/27/2013 11:2800100Signal PoleUNION AVE W WERNER RDE287879 11/25/2013 11:2200200Entering at angleUNION AVE WWERNER RDE29474612/21/2013 18:2600100Signal PoleUNION AVE W WERNER RDE300468 01/16/2014 10:3200200From opposite direction ‐ one left turn ‐ one straightUNION AVE W WERNER RDE337876 06/28/2014 12:2600100Utility PoleUNION AVE W WERNER RDE454964 08/24/2015 18:3200200Entering at angleUNION AVE W WERNER RDE462085 09/16/2015 08:4610200From opposite direction ‐ one left turn ‐ one straightUNION AVE W WERNER RDE465339 09/26/2015 13:1200100Signal PoleUNION AVE W WERNER RDE477466 11/01/2015 20:5300200From same direction ‐ both going straight ‐ both moving ‐ rear‐endUNION AVE W WERNER RDE582853 09/08/2016 11:4911120Vehicle going straight hits pedestrianUNION AVE W WERNER RDE725100 10/18/2017 16:4400200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endUNION AVE W WERNER RD100 F S E713380 09/19/2017 15:5800200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endWERNER RDAUTO CENTER WAYE222063 01/22/2013 10:0900200Entering at angleWERNER RDAUTO CENTER WAYE229329 02/23/2013 17:5100200Tree or Stump (stationary)WERNER RDAUTO CENTER WAYE292794 12/14/2013 19:5220200From opposite direction ‐ one left turn ‐ one straightWERNER RDAUTO CENTER WAYE549179 05/31/2016 12:1600200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endWERNER RDAUTO CENTER WAYE584234 09/13/2016 18:5700200From same direction ‐ both going straight ‐ both moving ‐ sideswipeUnder 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data.WSDOT - Transportation Data, GIS and Modeling OfficeCrash Data and Reporting Branch - TRJ03/30/20181 of 4E - 1 OFFICER REPORTED CRASHES THAT OCCURRED on OR in the vicinty of MUTIPLE ROADS SEGMENTS IN THE CITY OF BREMERTON & KITSAP COUNTY01/01/2013 ‐ 12/31/2017 ‐ Please refer to 2nd tab for Road InformationINDEXED PRIMARY TRAFFICWAYINTERSECTING TRAFFICWAY/ REFERENCE POINTDIST FROM REF POINTMI or FTCOMP DIR FROM REF POINTA/BREPORT NUMBER DATE TIME# INJ# FAT# VEH# PEDS# BIKESFIRST COLLISION TYPE / OBJECT STRUCKUnder 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data.WERNER RDAUTO CENTER WAYE643403 02/16/2017 15:5000200From opposite direction ‐ one left turn ‐ one straightWERNER RDUNION AVE WE370504 10/22/2014 17:1120200From same direction ‐ all othersNATIONAL AVE S W LOXIE EAGANS BLVD E310681 02/26/2014 10:2220200Entering at angleNATIONAL AVE S W LOXIE EAGANS BLVD E475284 10/05/2015 16:0000200From same direction ‐ all othersNATIONAL AVE S W LOXIE EAGANS BLVD E679255 06/08/2017 07:3000100Linear CurbNATIONAL AVE S W LOXIE EAGANS BLVD E529857 03/30/2016 17:0510300From same direction ‐ both going straight ‐ one stopped ‐ rear‐endW LOXIE EAGANS BLVD NATIONAL AVE S E352098 08/27/2014 13:1910200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD NATIONAL AVE S E498127 12/24/2015 14:0300200Entering at angleW LOXIE EAGANS BLVD NATIONAL AVE S E745097 12/07/2017 09:5600200From same direction ‐ both going straight ‐ one stopped ‐ sideswipeW LOXIE EAGANS BLVD NATIONAL AVE S E658802 03/29/2017 14:3400200Entering at angleWERNER RD SUNNYHILL RD E675317 05/24/2017 18:5000200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E222382 01/23/2013 11:3900200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS SB E336038 06/21/2014 11:3300200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E351721 07/30/2014 16:4400200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E379315 12/01/2014 07:2500200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E441172 07/06/2015 13:4000200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E442640 07/14/2015 16:4400200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E448108 07/30/2015 17:0900200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E504879 01/12/2016 17:1810200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E512816 02/02/2016 10:4500200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS SB E582259 09/07/2016 16:1500200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E610897 11/21/2016 12:4400200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E622100 12/17/2016 20:0210200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E635326 01/23/2017 16:0700200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS SB E412063 03/30/2015 11:4900300From same direction ‐ both going straight ‐ one stopped ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS SB E732966 11/07/2017 19:3900200From same direction ‐ both going straight ‐ both moving ‐ sideswipeW LOXIE EAGANS BLVD SR‐3 RAMPS NB E239905 04/24/2013 16:1700200From same direction ‐ both going straight ‐ both moving ‐ sideswipeW LOXIE EAGANS BLVD SR‐3 RAMPS NB E649111 03/06/2017 10:4010200From same direction ‐ both going straight ‐ both moving ‐ sideswipeW LOXIE EAGANS BLVD SR‐3 RAMPS NB 2765274 05/23/2014 15:4800200From opposite direction ‐ one left turn ‐ one straightWSDOT - Transportation Data, GIS and Modeling OfficeCrash Data and Reporting Branch - TRJ03/30/20182 of 4E - 2 OFFICER REPORTED CRASHES THAT OCCURRED on OR in the vicinty of MUTIPLE ROADS SEGMENTS IN THE CITY OF BREMERTON & KITSAP COUNTY01/01/2013 ‐ 12/31/2017 ‐ Please refer to 2nd tab for Road InformationINDEXED PRIMARY TRAFFICWAYINTERSECTING TRAFFICWAY/ REFERENCE POINTDIST FROM REF POINTMI or FTCOMP DIR FROM REF POINTA/BREPORT NUMBER DATE TIME# INJ# FAT# VEH# PEDS# BIKESFIRST COLLISION TYPE / OBJECT STRUCKUnder 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data.W LOXIE EAGANS BLVD SR‐3 RAMPS NB3254575 03/08/2013 06:4500200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NB3430941 11/01/2013 16:4010200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE233289 03/19/2013 16:3900200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE245341 05/21/2013 10:0310100Vehicle overturnedW LOXIE EAGANS BLVD SR‐3 RAMPS NBE258433 07/23/2013 10:1500200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE259153 07/25/2013 10:2800200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE274851 10/03/2013 11:5800200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE296755 12/30/2013 16:5600200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE303429 01/29/2014 20:1020200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE335254 06/17/2014 13:4600200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS NBE364266 10/12/2014 12:3610200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE364996 10/09/2014 11:5020200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE380159 11/26/2014 07:4400200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE402918 01/29/2015 14:2000200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE409122 03/18/2015 12:3000200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS NBE429561 05/29/2015 14:4900200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE430520 06/04/2015 15:3800200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE473490 10/20/2015 14:2710200From same direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE485028 11/21/2015 13:4210200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE492605 12/11/2015 07:2510200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE503964 01/10/2016 13:0000200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE522730 03/07/2016 17:3210200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE549871 06/03/2016 19:1110200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE596385 10/14/2016 12:3200200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE602978 10/27/2016 18:5500200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE606947 11/10/2016 06:4400200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE606948 11/10/2016 14:5610200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE615578 12/03/2016 06:5610200Entering at angleW LOXIE EAGANS BLVD SR‐3 RAMPS NBE616754 12/06/2016 07:0500200From opposite direction ‐ one left turn ‐ one straightWSDOT - Transportation Data, GIS and Modeling OfficeCrash Data and Reporting Branch - TRJ03/30/20183 of 4E - 3 OFFICER REPORTED CRASHES THAT OCCURRED on OR in the vicinty of MUTIPLE ROADS SEGMENTS IN THE CITY OF BREMERTON & KITSAP COUNTY01/01/2013 ‐ 12/31/2017 ‐ Please refer to 2nd tab for Road InformationINDEXED PRIMARY TRAFFICWAYINTERSECTING TRAFFICWAY/ REFERENCE POINTDIST FROM REF POINTMI or FTCOMP DIR FROM REF POINTA/BREPORT NUMBER DATE TIME# INJ# FAT# VEH# PEDS# BIKESFIRST COLLISION TYPE / OBJECT STRUCKUnder 23 U.S. Code § 409 and 23 U.S. Code § 148, safety data, reports, surveys, schedules, lists compiled or collected for the purpose of identifying, evaluating, or planning the safety enhancement of potential crash sites, hazardous roadway conditions, or railway-highway crossings are not subject to discovery or admitted into evidence in a Federal or State court proceeding or considered for other purposes in any action for damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data.W LOXIE EAGANS BLVD SR‐3 RAMPS NBE634154 01/09/2017 11:5200200From same direction ‐ both going straight ‐ one stopped ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS NBE654887 03/23/2017 06:1810200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE709785 09/08/2017 15:0000200From same direction ‐ both going straight ‐ both moving ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS NBE711118 09/11/2017 18:2500200From same direction ‐ both going straight ‐ both moving ‐ rear‐endW LOXIE EAGANS BLVD SR‐3 RAMPS NBE717983 09/12/2017 19:4610200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE725490 10/18/2017 20:2300200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE729510 10/30/2017 16:3720200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE732965 11/08/2017 13:1600200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE733895 11/01/2017 17:3000200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE746015 12/07/2017 17:5610200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE751858 12/23/2017 22:1500200From opposite direction ‐ one left turn ‐ one straightW LOXIE EAGANS BLVD SR‐3 RAMPS NBE643409 02/17/2017 20:1530300From same direction ‐ both going straight ‐ one stopped ‐ rear‐endSR‐3 NB RAMPS WERNER RD3353043 09/04/2013 08:3510200From same direction ‐ both going straight ‐ both moving ‐ rear‐endSR‐3 NB RAMPS WERNER RDE487107 11/23/2015 16:2000200From same direction ‐ both going straight ‐ both moving ‐ rear‐endSR‐3 SB RAMPS WERNER RDE734301 11/13/2017 01:5910200Metal Sign PostWSDOT - Transportation Data, GIS and Modeling OfficeCrash Data and Reporting Branch - TRJ03/30/20184 of 4E - 4 2011 Washington State Collision Data Summary2011 Washington State Collision Data SummaryE - 5 Olympic Region2011 Washington State Collision Data Summary27E - 6 PRINCIPAL MINORALLRURAL AREASARTERIAL ARTERIAL COLLECTOR INTERSTATE HIGHWAYSVehicle Miles of Travel (Millions)1,140.51 371.66 127.49 399.54 2,039.20Miles of Highway414.20 178.47 192.00 16.07 800.74Total Collisions1,051 584 194177 2,006Collision Rate (1)0.92 1.57 1.52 0.44 0.98Property Damage Only Collisions670 352 110130 1,262Property Damage Only Collision Rate (1)0.59 0.95 0.86 0.33 0.62Injury Collisions374 223 8046723Injury Collision Rate (1)0.33 0.60 0.63 0.12 0.35Fatal Collisions794121Fatal Collision Rate (2)0.61 2.42 3.14 0.25 1.03PRINCIPAL MINORALLURBAN AREASARTERIAL ARTERIAL COLLECTOR INTERSTATE HIGHWAYSVehicle Miles of Travel (Millions)2,491.59 248.84 0.00 1,761.96 4,502.39Miles of Highway204.7160.66 0.00 39.41 304.78Total Collisions4,536 522 02,597 7,655Collision Rate (1)1.82 2.10 0.00 1.47 1.70Property Damage Only Collisions3,032 320 01,794 5,146Property Damage Only Collision Rate (1)1.22 1.29 0.00 1.02 1.14Injury Collisions1,493 201 0796 2,490Injury Collision Rate (1)0.60 0.81 0.00 0.45 0.55Fatal Collisions11 10719Fatal Collision Rate (2)0.44 0.40 0.00 0.40 0.42PRINCIPAL MINORALLALL AREASARTERIAL ARTERIAL COLLECTOR INTERSTATE HIGHWAYSVehicle Miles of Travel (Millions)3,632.10 620.50 127.49 2,161.50 6,541.59Miles of Highway618.91 239.13 192.00 55.48 1,105.52Total Collisions5,587 1,106 194 2,774 9,661Collision Rate (1)1.54 1.78 1.52 1.28 1.48Property Damage Only Collisions3,702 672 110 1,924 6,408Property Damage Only Collision Rate (1)1.02 1.08 0.86 0.89 0.98Injury Collisions1,867 424 80842 3,213Injury Collision Rate (1)0.51 0.68 0.63 0.39 0.49Fatal Collisions18 104840Fatal Collision Rate (2)0.50 1.61 3.14 0.37 0.61 (1) Per Million Vehicle Miles of Travel (2) Per 100 Million Vehicle Miles of Travel2011 AVERAGE COLLISION RATES BY FUNCTIONAL CLASSOlympic Region (State Routes only)2011 Washington State Collision Data Summary28E - 7 F Site Plan 450470 480 490455490 4704804975554976463201860Slope335555555155155455005101310.002645.1640.0040.0045.0050.00F - 1 Endorsement(s) Applied For Commence Cease Count Fee Gig Harbor General Business 12/21/2017 12/31/2018 1 $30.00 Tax Registration 12/21/2017 1 $0.00 $30.00 Fee Type Commence Cease Count Fee BLS Processing Fee 12/21/2017 1 $19.00 $19.00 STATE OF WASHINGTON BUSINESS LICENSING SERVICE Thank you for filing online Our processing time generally takes up to 10 business days. Some endorsements may take more time for state or city approval. You will receive your business license with approved endorsements in the mail. An updated business license will be mailed to you when additional endorsements are approved. Grand Total:$50.23 Filing Date and Time:12/21/2017 02:39:27 PMConfirmation Number: 0-001-697-157 Payment Method:Credit Card ending in 5782 There is a 2.5% credit card convenience fee charged by a third party vendor. Business Entity Information Entity Type: Limited Liability Company Name of Entity: WERNER RD. INDUSTRIAL, LLC UBI: 604-196-799 Business Location Information Firm Name: WERNER RD. INDUSTRIAL, LLC Phone Number: (253) 686-3562 Fax Number: (877) 543-8292 Location Address: 11515 BURNHAM DR NW GIG HARBOR WA 98332-8543 Mailing Address: 11515 BURNHAM DR NW GIG HARBOR WA 98332-8543 Third Party Credit Card Fee $1.23 txL0004 > Advertising Receipt > Copy of Ad > Account Information > Payments > Ad Information Date: 07/02/18 Account Number: 341001 / B37922 Company Name: CITY OF BREMERTON DEPT OF ECO. Contact Name: Email: alyce.fierro@CI.BREMERTON.WA.US Address: 345 6th Street, Suite 100, BREMERTON, WA, 98337 Phone: (360) 473-5269 Fax: (360) 473-5278 METHOD CARD TYPE NAME ON CARD LAST 4 DIGITS EXPIRE DATE CHECK NUMBER AMOUNT PAID TOTAL COST $216.08 PAID AMOUNT $0.00 AMOUNT DUE $216.08 Ad Id: 2059381 Ad Class: 16100 Publications: BK-Kitsap Sun, BK-kitsapsun.com Start Date: 07/05/18 Stop Date: 07/05/18 No. of Inserts: 1 Total Cost: $216.08 Columns Wide: 1 No. of Lines: 73 Total Cost: $216.08 Sales Rep: Sirona Bohland (GW97) Phone: Email: sbohland@gannett.com CITY OF BREMERTON NOTICE OF APPLICATION AND SEPA DETERMINATION - Site Plan Review Permit & SEPA Review (File # BP18 00044): Appli-cant Harbor Custom Homes proposes 241 detached sin-gle-family residential units located on an approximately 88 acre site adjacent to Wer-ner Road (existing parcel #’s 202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003). Pro-posal includes constructing public streets, stormwater retention ponds, grading 800,000 cubic yards cut/fill, creating open space areas and other landscaping. DEADLINE FOR COMMENTS: JULY 20, 2018 by 5:00 P.M. The City of Bremerton has received application for the proposal described above. Consistent with the provi-sions of Bremerton Munici-pal Code, a fifteen (15) day comment period will be uti-lized to obtain comments on the Notice of Application. A Mitigated Determination of Nonsignificance (MDNS) is expected to be issued and the optional DNS process, pursuant to WAC 197-11-355, is being used. This may be the only opportunity to com-ment on the environmental impacts of the proposal. Based on any substantive comments received, the pro-posal may include mitigation measures under applica-ble codes, and the project review process may incor-porate or require mitigation measures regardless of whether an EIS is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Any person may submit written comments on the application by the time and date above. Any person may also request to receive a copy of the deci-sion once made, and any appeal rights. Please direct any questions, comments or requests for additional infor-mation to the DCD, 345 6th Street, Suite 100, Bremerton, WA 98337; or phone Garrett Jackson, Planner at (360) 473-5289, garrett.jackson@ci.bremerton.wa.us. July 5, 2018 (#2059381) Q O O ---------- f INDUSTRIAL PARCEL (FUTURE DEVELOPMENT) I ---------- .00,-- O TRACT J I 1 Scale: 1"a 30' NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY A'£ "•'�" TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO / COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE I I I — — — — — — — — — — — — — — — / TO LOCATE. PRESERVE AND PROTECT UNDERGROUND UTILITIES. KEY MAP CALL 48 HOURSI — — — — BEFORE YOU DIG SCALE 1"=1000' 811 I < / 37919 `A ':, `��� REVISIONS BY DATE A k -J N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 SITE PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1 6/18 JAT REVISED TO 50' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04/25/2018 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED TRAIL 15+81.55 I q � b Sx ,. LANDSCAPE BUFFER ; / ' / I / / II /PARK / 16' WIDE CONCRETE SIDWALK , / i Q O O ---------- f INDUSTRIAL PARCEL (FUTURE DEVELOPMENT) I ---------- .00,-- O TRACT J I 1 Scale: 1"a 30' NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY A'£ "•'�" TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO / COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE I I I — — — — — — — — — — — — — — — / TO LOCATE. PRESERVE AND PROTECT UNDERGROUND UTILITIES. KEY MAP CALL 48 HOURSI — — — — BEFORE YOU DIG SCALE 1"=1000' 811 I Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: DATE: are 20, 2018 DRAWING NUMBER: 10233 SHEET C3.02 < / 37919 `A ':, `��� REVISIONS BY DATE A k -J N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 SITE PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1 6/18 JAT REVISED TO 50' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04/25/2018 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: DATE: are 20, 2018 DRAWING NUMBER: 10233 SHEET C3.02 4 ' .......... I" / a e• Sc -- 30' 4 NAVD 88 36TYPE 2 CB - ' CONTROL STRUCTURE - NOTE NOR THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 4 ' TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR - .._.44 ... _ _ DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE .— — — — j --__--- --_--_ __ — — — — — — ..- ---- T PRESERVE AND PROTECT UNDERGROUND UTILITIES. TO LOCATE, CALL 48 HOURS KEY MAPSCALE 1"=1000' " —. f —\ BEFORE YOU DIG ------------ 811 30 0 30 30 Scale in Feet REVISIONS BY DATE �G STORM & GRADING 2 NORTH POND & PARK FOR: SCALE: N0. DATE BY DESCRIPTION DESIGNED RPJ 3/18 /A N.L.01son & Associates, Inc. Harbor Custom Homes LLC ' DATE: March20,2018 DRAWN AT 3/18 Engineering, Planning and Surveying < WERNER ROAD n: Sterling Griffin Attn: DRAWING NUMBER: CHECKED NLOII 3/18 37919 „ '�_� RESIDENTIAL DEVELOPMENT 11515 Burnham Drive NW 10233 APPROVED (360) 876-2284 °'`��` Portion of the Southeast Quarter of Gig g Harbor WA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. ISHEET c4.02 STREET TREE 7 50' T26' \ 109' . 3� • 33; "°� °. LANDSCAPESCHEDULE SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY. ,1 ; GROUND COVER RYE, FISCLLE, BLUEGRASS _ — AS REQD. Y G < T THORNLESS COCKSPUR HAWTHORN IVORY SILK JAPANESE TREE LILAC Crataegus crus—galli 'Inerm' Syringa reticulato 'Ivory Silk' I I ! l; Q ;i CANADA RED CHOKECHERRY Prunus virginiono 'Canada Red' 2" CAL 25-30' O.C. 48 JACK PEAR Pyrus calleryono 'Joczam' THIS SHEET—\ lullllllllllllllllllil IIIIIIIIInm ulnmmmnnnriln ��_ At- a—." IIIIIIIIIIIIII 1111116111111C3.03,III1141111[',\C =� � � � Illlllllllllllll lll� Its%none nnnnuu:... '-:'��I�a�R , III3.06 lllllllllplC3.07 r 1 ��� nmimlll nul�l� NAVD88 REVISIONS DESCRIPTION REVISED TO 50' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04 BY DATE DESIGNED RPJ 3/18 `-, N.L.Olson & Associates, Inc. 8 DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 J7919 „ — CALL 48 HOURS BEFORE YOU DIG 811 SITE PLAN I, NORTHWEST SITE ACCESS FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. ,I 3 3 ,1 ; i � I 1? F I Y G < T I i I I ! l; Q ;i �r \ INUSTAL PARCEL o I 150 151 I II 30 0 30 30 (FUTURE DEVELOPMENT) 0152 I I Q T—242'—I i as,naw ' I Q87100 I i _ £w'3ri- - , .f !I I x�x�.iA €°o».<S�.•.S I I 77 " obi -------------------------------- -'neo I l—_ �— — � � � ��;_ � � I TRAIL s ---1" ----- 15+81.55 w<� i0' �— 34' Y 16 I5 45 T _�� 50' 25' I o;<"",tt 1 / / I NOTE Q j I• � �^°' 'a� � �, �M � / a, THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY r�< / TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO I I £ COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR R4 I I c <,,.,.�x'uu. • . ... Qa,.: Fr a{sa / DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE ' I I I i 1 '"'A: • �E t ,y�,� a �k^a":;,sem J _. TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. REVISIONS DESCRIPTION REVISED TO 50' WIDE LOTS AND PER CITY OF BREMERTON COMMENTS DATED 04 BY DATE DESIGNED RPJ 3/18 `-, N.L.Olson & Associates, Inc. 8 DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 J7919 „ — CALL 48 HOURS BEFORE YOU DIG 811 SITE PLAN I, NORTHWEST SITE ACCESS FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. ,I 3 3 ,1 ; i � I 1? F I Y G < T I I i I I ! l; �r Oa t 30 0 30 30 Scale in Feet SCALE: 1"=30' Harbor Custom Homes, LLC DATE: March20,2018 Attn: Sterling Griffin DRAWING NUMBER: 11515 Burnham Drive NW 10233 Gig Harbor, WA 98332 SHEET C3.01 1Garrett JacksonFrom:Lattimore, Charlotte (ECY) <CLAT461@ECY.WA.GOV>Sent:Monday, July 16, 2018 2:46 PMTo:Garrett JacksonSubject:RE: Requested InformationGood afternoon, thank you for sending the plans for the Werner Road Residential Development, this project won’t be jurisdictional for Ecology’s Dam Safety Office. I’m sorry to have bothered you with this request, but sometimes it is hard to tell the size and the proximity of the ponds from the description in the SEPA documents, thanks again, Charlotte From: Garrett Jackson [mailto:helpdesk@ci.bremerton.wa.us] Sent: Friday, July 13, 2018 12:55 PM To: Lattimore, Charlotte (ECY) <CLAT461@ECY.WA.GOV> Subject: Requested Information Ms. Lattimore, Please find links to your requested documents below. Please let me know if you have any additional questions. Comments for this project (permit number BP18 00044) must be received by July 20th. Garrett Jackson City Planner (360) 473 - 5289 Mailing Address: 345 6th Street, Suite 100 2Physical Address: 345 6th Street, Suite 600 Files attached to this message Filename Size Checksum (SHA256) 1. Environmental Checklist.pdf 146 KB 8e942298e2c86c60a94f6e3ab4430212670f59ce48d62345c4c220851f91f394 2. NOA and SEPA determination.pdf 90.5 KB 1bc263788716f767c96f3db7c228f48f926805e6874f65c4cc7928f4017b849d 3. Wetland Report.pdf 2.52 MB fa53863ea5694bc09ea2c8f2d1cca410584ba678edc1d74916665ae019837da7 4. Wetland Report Addendum.pdf 4.65 MB fc076853a7c79ed7af92a25a1e21c461a50e19d57e92df88b4d8476ec6935c6e 5. Civil Sheets.pdf 75.9 MB cacea469d59c603168424bd7c0d8a24d2a64fb2a1e3c765b1a584eb3a9ef66bf 6. Preliminary Storm Report.pdf 1.95 MB d84076d59b9c48e820f02601e432b3b56cea4c2fbb8acf29f6f4d81b9dbd3d42 7. Preliminary Geotechnical Report.pdf 11.3 MB 542a710a6efd14e274844ad433c38caaff6167fac2dfe14c1ee7a3374936874e 8. Traffic Impact Analysis.PDF 2.3 MB f34fd4dbf83336a39e50aef4440f9bffc48d6467a4169b9b4b26027157485e52 Please click on the following link to download the attachments: https://LiquidFiles.BremertonWA.Gov/message/bQoP2Iu9AxTQV7kN6ANfA6 This email or download link can be forwarded to anyone. The attachments are available until: Sunday, 12 August. Message ID: bQoP2Iu9AxTQV7kN6ANfA6 Download Files Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.LiquidFiles - Your Files in Your Control LiquidFiles Appliance: https://LiquidFiles.BremertonWA.Gov Werner Road Residential Development Fire Risk Assessment IF21912 102TWO Captain Mike Six Fire Marshal City of Bremerton October 16, 2018 Executive Summary: Residential fire sprinkler installation is the obvious and only choice when the possibility for occupant survival is eliminated and fire will certainly spread to adjacent structures before a fire department defense can be implemented. Opening: The requirement for residential fire sprinkler systems to be installed in the homes constructed within Werner Road development is based on several intermixed principals. • Fire Growth • Response time • Survivability • Suppressive Efforts • Minimizing Loss Fire growth vs. Fire department response time: The site location is an extended distance from the closest staffed fire station and farther from any back up stations. This station is located adjacent to WinCo on Kitsap Way, 2.8 miles from the Kitsap Way station. In order to be allowed to mount a fire attack or rescue a minimum of four firefighters is required by state law. This station is staffed with a fire engine and medic unit. Two members each of the two units. The medic unit is a transport units and out of the station most of the time on transports or other medical runs. Evaluation: A design fire size of l OMW (about the size of a heavily involved bedroom or the typical belongs of a single room in a dwelling unit ie.. a bedroom entirely consumed with fire) was evaluated against the response time to this area. Applying the industry recognized "T -squared" formula for comparing time to fire size: Q =oc t2 Q-dot=heat release rate (kw), a constant of the material burning, t=time in seconds A 10 MW fire will take approximately 462 seconds to develop. 10000 kW is attained at a time of 462 seconds 10000 8000 6000 4000 2000 U IUU ZUU 3UU 4UU Time (s) Figure 1 Fire Growth Curve to IOMW 3 A response time evaluation was performed as shown below illustrating a response time between 5.75 and 6 minutes. The two separate incidents were referenced for evaluating a response time (2018-26780 =5.75 minutes 2018-12859=6 minutes). However this time requires an additional 60 seconds for donning protective equipment because the two sample incidents did not include this step. 90 seconds elapsed time is required from FD arrival to start of flowing water, there by stopping the clock, with the assumption fire loss is stopped at the time water starts to flow. Assuming 911 was called at the time the fire started: 5.75+1+1.5=8.25 minutes to arrive and flow water At 8.25 minutes the fire will be approaching 11.5MW likely igniting or impinging on adjacent homes. Results: 11491 M is attained at a time of 495 seconds 120001 1 t -squared fire growth (fast growth) _ _ 10000 8000 6000 4000 2000 0. Further Evaluation: D 100 200 300 400 500 Time (s) Figure 2 Fire Growth Curve to 8.25 minutes This evaluation was done with a starting time at the moment the fire started, if even one minute is added before the fire is discovered it will exceed 14MW before FD arrival. This evaluation is also conducted under the very best circumstances. If the fire station on Kitsap Way is unavailable due to other calls for service, the next fire station will be from Park Ave with an 11 minute response time and flowing water in 13.5 minutes. This is a likely possibility. This fire station answers 4500 calls per year which means this station is only available 49% of the time. 4 O 911 Park Ave, Bremerton, WA 98337 Q 7500 Werner Rd, Bremerton, WA 98312 t 11arkP Am;= i Mh Y Bremerto: `Nary Yard City 11 min (4.1 mi) via 11th St and Werner Rd Y Directions Figure 3 Second Due Fire Station response time -Google Maps Code Authority: The Bremerton Municipal Code (BMC 18.02.040) authorizes the Fire Marshal to require any number of conditions, up to and including fire sprinkler systems. This requirement is not applied loosely and only after careful consideration. Closing: Fires in residential structures present a difficult fire scenario under the best circumstances, however, in this case the risk to the Werner Road residential development is compounded with the increased response time for emergency responders. This additional response time not only eliminates any possibility of survival for fire victims but also places neighboring units at the same risk. Residential fire sprinkler systems are the clear solution to this problem. No other form of compromise will solve or even slightly improve conditions to create a manageable risk. 5 1Garrett JacksonFrom:Janet Brower <jan.brower@kitsappublichealth.org>Sent:Monday, July 23, 2018 8:07 AMTo:Garrett JacksonSubject:RE: Former Landfill ConfirmationGarrett Jackson: I have reviewed our maps and the proposed development is located >1,000 feet from a closed landfill. Accordingly, it is not subject to any additional requirements that would apply to any development. Sorry for the delay in getting you a response. Jan Brower, RS | Manager Solid & Hazardous Waste Program Manager Kitsap Public Health District 345 6th St., Suite 300 | Bremerton, WA 98337 (360) 728-2310 Office | (360) 728-2235 Main jan.brower@kitsappublichealth.org | kitsappublichealth.org Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.http://www.kitsappublichealth.org/img/KPHD_Image_Library/Email/KPHD_signature_logo.jpg Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.http://www.kitsappublichealth.org/img/KPHD_Image_Library/Email/PHAB_logo.jpg Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.http://www.kitsappublichealth.org/img/KPHD_Image_Library/Email/EmailVerbiage.jpg Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.http://www.kitsappublichealth.org/img/KPHD_Image_Library/Email/Facebook_logo.jpg From: Garrett Jackson [mailto:Garrett.Jackson@ci.bremerton.wa.us] Sent: Tuesday, July 17, 2018 4:48 PM To: Janet Brower <jan.brower@kitsappublichealth.org> Cc: Grant Holdcroft <Grant.Holdcroft@kitsappublichealth.org> Subject: Former Landfill Confirmation Jan, We received a comment regarding a 241 lot residential development proposed off Werner Road. Amongst other concerns, those representing Pyramid Materials are under the impression that the site is in the vicinity of a former landfill; this is why I am contacting you. John Kiess was sent the ‘notice of application and sepa decision’ but I’m checking in with you to confirm if there are any former landfill issues regarding the proposed development. I have attached the Notice of Application and Environmental Checklist. The comment period ends July 20th, please provide any comments by that time. Please let me know if you have any questions. 2 Garrett Jackson City Planner (360) 473 - 5289 Mailing Address: 345 6th Street, Suite 100 Physical Address: 345 6th Street, Suite 600 Bremerton, WA 98337 2018.04.25_Werner Road Residential Dev_Civil Set.pdf Markup Summary Subject: Callout Page Label: 1 Status: Author: Garrett Jackson Date: 5/10/2018 3:46:11 PM Color: Layer: Space: Wetland sign per BMC 20.14.330(i)(2)(i) 1 (12) Subject: Text Box Page Label: 1 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:38:35 AM Color: Layer: Space: FIRE: A marked Type II fire lane will be required opposite the parking lane. Subject: Callout Page Label: 1 Status: Author: Garrett Jackson Date: 5/10/2018 4:05:47 PM Color: Layer: Space: LAND USE: Type N stream indicated on Kitsap County critical areas maps, and mentioned in BGE report. If located on site, please note placement and buffer on plan. Subject: Text Box Page Label: 1 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:36:12 AM Color: Layer: Space: FIRE: Based on overall layout and incorporating the access requirements of the International Fire Code 2015: D107 residential fire sprinkler systems shall be installed in all structures within the development. Subject: Text Box Page Label: 1 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:37:43 AM Color: Layer: Space: FIRE: I would like to arrange the layout such that the parking lane is on the opposite side of the street from the fire hydrants. This would be related to code language consistent with blocking access to fire hydrants. IFC Chapter 3 Subject: Text Box Page Label: 1 Status: Author: Paul.Wandling Date: 5/15/2018 4:01:53 PM Color: Layer: Space: SECONDARY ROAD ACCESS WAS REQUIRED AS WELL AS FUTURE ROAD CONNECTIVITY TO THE SOUTH. HOW DO YOU PLAN ON PROVIDING THAT! Wetland sign per BMC 20.14.330(i)(2)(i) FIRE: A marked Type II fire lane will be required opposite the parking lane. LAND USE: Type N stream indicated on Kitsap County critical areas maps, and mentioned in BGE report. If located on site, please note placement and buffer on plan. FIRE: Based on overall layout and incorporating the access requirements of the International Fire Code 2015: D107 residential fire sprinkler systems shall be installed in all structures within the development. FIRE: I would like to arrange the layout such that the parking lane is on the opposite side of the street from the fire hydrants. This would be related to code language consistent with blocking access to fire hydrants. IFC Chapter 3 SECONDARY ROAD ACCESS WAS REQUIRED AS WELL AS FUTURE ROAD CONNECTIVITY TO THE SOUTH. HOW DO YOU PLAN ON PROVIDING THAT! Subject: Text Box Page Label: 1 Status: Author: Paul.Wandling Date: 5/15/2018 4:00:20 PM Color: Layer: Space: SIDEWALK IS REQUIRED ON BOTH SIDES OF THE STREET. PRIVATE STREETS ARE REQUIRED TO BE BUILT TO A PUBLIC STREET STANDARD. IMPERVIOUS SURFACES MAY NEED TO BE INCREASED IN YOUR SD CALCULATIONS Subject: Callout Page Label: 1 Status: Author: Garrett Jackson Date: 5/10/2018 3:19:37 PM Color: Layer: Space: LAND USE: Per BMC 20.12.040 "Tract means land reserved for special uses such as open space, surface water retention, utilities, or access. Tracts are not counted as lots nor considered as building sites." If this land could be developed in the future, which is outside the scope of this permit, please revise to exclude labeling as a tract. Subject: Cloud+ Page Label: 1 Status: Author: Paul.Wandling Date: 5/15/2018 3:57:54 PM Color: Layer: Space: OWNERSHIP OF THE STREET NEEDS TO BE VERIFIED. EXISTING STREET MUST MEET STRUCTURAL STREET DESIGN STANDARDS. CITY STREET LIGHTING WILL LIKELY BE REQUIRED PER BMC 11.12.200. IF THE STRUCTURAL ROAD SECTION AND GEOMETRICS AND FRONTAGE IMPROVEMENTS ARE ACCEPTABLE ... ROW DEDICATION WILL BE REQUIRED. Subject: Callout Page Label: 1 Status: Author: Garrett Jackson Date: 5/10/2018 3:47:40 PM Color: Layer: Space: Wetland sign per BMC 20.14.330(i)(2)(i) Subject: Callout Page Label: 1 Status: Author: Garrett Jackson Date: 5/10/2018 3:45:17 PM Color: Layer: Space: Wetland sign per BMC 20.14.330(i)(2)(i) Subject: Text Box Page Label: 1 Status: Author: Garrett Jackson Date: 5/16/2018 1:03:19 PM Color: Layer: Space: LAND USE: Provide Parking Numbers: Off-street - 2 parking spaces required per residence On-street - how many planned? SIDEWALK IS REQUIRED ON BOTH SIDES OF THE STREET. PRIVATE STREETS ARE REQUIRED TO BE BUILT TO A PUBLIC STREET STANDARD. IMPERVIOUS SURFACES MAY NEED TO BE INCREASED IN YOUR SD CALCULATIONS LAND USE: Per BMC 20.12.040 "Tract means land reserved for special uses such as open space, surface water retention, utilities, or access. Tracts are not counted as lots nor considered as building sites." If this land could be developed in the future, which is outside the scope of this permit, please revise to exclude labeling as a tract. OWNERSHIP OF THE STREET NEEDS TO BE VERIFIED. EXISTING STREET MUST MEET STRUCTURAL STREETDESIGN STANDARDS. CITY STREET LIGHTING WILLLIKELY BE REQUIRED PER BMC 11.12.200. IF THE STRUCTURAL ROAD SECTION AND GEOMETRICS ANDFRONTAGE IMPROVEMENTS ARE ACCEPTABLE ... ROWDEDICATION WILL BE REQUIRED. Wetland sign per BMC 20.14.330(i)(2)(i) Wetland sign per BMC 20.14.330(i)(2)(i) LAND USE: Provide Parking Numbers: Off-street - 2 parking spaces required per residence On-street - how many planned? Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:24:01 AM Color: Layer: Space: 23'-1" 5 (10) Subject: Callout Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:25:10 AM Color: Layer: Space: Gate will be required to be min. FD width of 14' and equipped with FD/PD opticom. Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:21:53 AM Color: Layer: Space: 23'-1" Subject: Length Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:25:34 AM Color: Layer: Space: 17'-5" Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:23:12 AM Color: Layer: Space: 23'-1" Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:22:05 AM Color: Layer: Space: 23'-1"23'-1"Gate will be required to be min. FD width of 14' and equipped with FD/PD opticom.23'-1"17' - 5 "23'-1"23'-1" Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:22:58 AM Color: Layer: Space: 23'-1" Subject: Length Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:25:40 AM Color: Layer: Space: 18'-4" Subject: Length Measurement Page Label: 5 Status: Author: Garrett Jackson Date: 5/10/2018 10:02:43 AM Color: Layer: Space: 50'-2" Subject: Radius Measurement Page Label: 5 Status: Author: Capt. Mike Six-Fire Marshal Date: 5/10/2018 10:23:49 AM Color: Layer: Space: 23'-1" Subject: Length Measurement Page Label: 6 Status: Author: Garrett Jackson Date: 5/10/2018 10:14:49 AM Color: Layer: Space: 49'-0" 6 (2) Subject: Callout Page Label: 6 Status: Author: Garrett Jackson Date: 5/10/2018 3:51:27 PM Color: Layer: Space: A landscaping plan, consistent with BMC 20.50.060 is required, including street trees, shrubs, groundcover, and irrigation. Per provided scale, street trees do not meet spacing requirements per BMC 20.50.050(a)(1). While a 'final landscaping plan' is not required at this time, a preliminary plan which demonstrates code compliance with BMC 20.50.050 & 20.50.060 is needed with this permit. A final landscaping plan will be required with the Site Development Permit.23'-1"18'- 4 "50'-2"23'-1"4 9 ' - 0 " A landscaping plan, consistent with BMC 20.50.060 is required, including street trees, shrubs, groundcover, and irrigation. Per provided scale, street trees do not meet spacing requirements per BMC 20.50.050(a)(1). While a 'final landscaping plan' is not required at this time, a preliminary plan which demonstrates code compliance with BMC 20.50.050 & 20.50.060 is needed with this permit. A final landscaping plan will be required with the Site Development Permit. Subject: Callout Page Label: 11 Status: Author: Garrett Jackson Date: 5/10/2018 10:30:08 AM Color: Layer: Space: Per BMC 20.48.060(a) Driveways and areas used for loading, parking and maneuvering motorized vehicles shall have a paved surface. 11 (1) Subject: Length Measurement Page Label: 19 Status: Author: Garrett Jackson Date: 5/10/2018 10:36:48 AM Color: Layer: Space: 188'-2" 19 (1) Subject: Note Page Label: 23 Status: Author: Paul.Gneiding Date: 5/10/2018 1:06:13 PM Color: Layer: Space: In sloping areas like between lots 97 & 158, will retaining walls be installed? P.G. 23 (1) Per BMC 20.48.060(a) Driveways and areas used for loading, parking and maneuvering motorized vehicles shall have a paved surface.188'-2" City of Bremerton Department of Community Development MITIGATED DETERMINATION OF NONSIGNIFICANCE PROPOSAL: Commercial Site Plan Review & SEPA environmental review of a Construct 241 single- family residential units, located on an approximately 88 acre site adjacent to Werner Road. Proposal includes: 800,000 cubic yards cut/fill grading, landscaping, street and utility improvements. APPLICANT: Harbor Custom Homes, LLC LOCATION: Parcels 202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401- 4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003 FILE NUMBER: BP 18 00044 The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21 C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. This MDNS is issued after using the option DNS process in WAC 197-11-355. There is no further comment period on the MDNS. The mitigation measures are as follows: 1. Traffic Mitigation in the amount of $2,626.24 will be due at the time of issuance of each single family home permit pursuant to the April 2018 Traffic Impact Analysis provided by Gibson Traffic Consultants, Inc. 2. Any tree planted within five feet of the right of way shall be installed with a root barrier of at least 24 inches in depth. RESPONSIBLE OFFICIAL: STAFF CONTACT: DATE OF ISSUE: Andrea L. Spencer, Director Department of Community Development City of Bremerton 345 6`" Street, Suite 600 Bremerton, WA 98337 Garrett Jackson, (360) 473-5289 October 17, 2018 L. Spencer, r ekponsible Official NOTE: Pursuant to RCW 43.21C.075 and City of Bremerton environmental regulations (BMC Chapter 20.14), decisions of the Responsible Official may be appealed. Appeals must be filed with the appropriate fees at the Department of Community Development located at the Bremerton Government Center, 345 Sixth Street, Bremerton, 98337. NOTE: The issuance of this MDNS does not constitute project approval. The applicant must comply with all other applicable requirements of the City of Bremerton and the State of Washington. 1Garrett JacksonFrom:Garrett JacksonSent:Monday, July 30, 2018 9:02 AMTo:'Alison Osullivan'; Gordon, Brittany N (DFW) (Brittany.Gordon@dfw.wa.gov); 'Hennessey, Diane (ECY)'Subject:RE: ReminderAttachments:BGE Addendum.pdfAlison, I am not sure which stream you are referencing, however, we had all previously met (minus Diane) two parcels over to look at a wetland; that parcel we visited is shown in ‘potential wetland’ green below. We do not know of any culvert that crosses from the parcel with the mapped stream (parcel # 202401-1-007-2004). The Stormwater layer on the City GIS shows a culvert adjacent to the property we previously visited (parcel # 202401-1-005-2006). I had talked this over with our City Utilities Inspector Derek Skanes and he does not think there is any culvert originating from parcel 202401-1-007-2004. A discussion of the mapped stream was absent from the original project submittal, a BGE addendum was provided to address the mapped stream prior to the application being deemed complete (attached). Please let me know if you have any additional questions. Garrett Jackson City Planner (360) 473 - 5289 Mailing Address: 345 6th Street, Suite 100 Physical Address: 345 6th Street, Suite 600 Bremerton, WA 98337 From: Alison Osullivan [mailto:aosullivan@suquamish.nsn.us] Sent: Friday, July 27, 2018 9:03 PM To: Garrett Jackson <Garrett.Jackson@ci.bremerton.wa.us>; Gordon, Brittany N (DFW) (Brittany.Gordon@dfw.wa.gov) <Brittany.Gordon@dfw.wa.gov>; 'Hennessey, Diane (ECY)' <diah461@ECY.WA.GOV> Subject: RE: Reminder Sorry I am getting back to you so late on this………the stream that is shown on this parcel is actually on the one that Brittany and I looked at correct? Do you know if there is another culvert that crosses from this property? 2 Alison O'Sullivan Biologist, Suquamish Tribe Fisheries Department 18490 Suquamish Way (street) P.O. Box 498 (mailing) Suquamish, WA 98392 phone: (360) 394-8447 This email is intended exclusively for the individual(s) or entities to whom it is addressed and may contain confidential information and/or privileged information. If you are not the intended recipient or agent responsible for delivering it to the intended recipient, be advised that any use, dissemination, distribution, copying or taking of any action in reliance on the contents of this transmission is strictly prohibited. If you have received this communication in error, please immediately notify the sender electronically, return the email to the above email address and delete it from your files. Thank you. From: Garrett Jackson [mailto:Garrett.Jackson@ci.bremerton.wa.us] Sent: Monday, July 16, 2018 3:31 PM To: Alison Osullivan <aosullivan@suquamish.nsn.us>; Gordon, Brittany N (DFW) (Brittany.Gordon@dfw.wa.gov) <Brittany.Gordon@dfw.wa.gov>; 'Hennessey, Diane (ECY)' <diah461@ECY.WA.GOV> Subject: Reminder Folks, Just a reminder that the comment period for Site Plan Review of a 241 lot single-family development ends July 20th. You had expressed some interest for this project while discussing a separate project in the vicinity, so I am sending a follow up email to augment the July 5th Notice of Application. I do not anticipate any issue with this permit, but am sending this email merely as a courtesy reminder as we had previously spoken about it. Garrett Jackson City Planner (360) 473 - 5289 Mailing Address: 345 6th Street, Suite 100 Physical Address: 345 6th Street, Suite 600 Bremerton, WA 98337 June 29, 2018 Distribution: Sterling Griffin: Sterling@harborcustomhomes.com Departmenf of Community Developmenf 345 6th Street, Suite 600 Bremerton, WA 98337-1873 Telephone: 360-473-5289 Fax., 360-473-5278 Garrett. Jackson @ci. bremerton. wa. us Garrett Jackson, Planner RE: DETERMINATION OF COMPLETENESS —APPLICATION BPI 00044 Mr. Griffin, The Department of Community Development has received the Commercial Site Plan Review & SEPA environmental review applications for a proposed 241 unit single-family residential development located off Werner Road (parcels 202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401- 4-006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003). The City has deemed this application complete and ready for processing. The application was routed to City departments for review and comment pursuant to City regulations. Per BMC 20.02.090(c), a determination of completeness shall not preclude the City from requesting additional information or studies either at the time of the notice or subsequently if new information is required or substantial changes in the proposed action occur. Please provide the following: Preliminary Landscaping Plan. While the applicant has indicated that a landscaping plan will be provided with the Site Development Permit, some additional information is required to with this permit. * Street Trees. Road frontages, indicated in red below, represent areas where street trees are required. Please provide the total lineal street length and how many street trees are required per BMC 20.50.050(a)(1); which requires 1 tree per 25 linear feet. The Werner Road frontage will require planting 1 tree per 25 linear feet on one side of the road, the remaining frontage requires 1 tree per 25 linear feet on both sides of the road. Please add this information in the form of a statement to Drawing Number 10233, Sheet C3. • Undeveloped Areas. Per BMC 20.50.040(e), undeveloped portions of property not devoted to landscaping shall remain with existing vegetation, including significant trees, as provided for in BMC 20.50.050(d), but excluding plants that can be classified as noxious weeds or as invasive species. Please add this statement to Drawing Number 10233, Sheet C3. • Mixed Vegetation. Per BMC 20.50.050(a)(2), planting shall include a mix of trees, shrubs, ground covers, turf grasses or combination thereof; non -living materials shall not exceed twenty (20) percent of the landscaped area within two (2) years of planting. Please add this statement to Drawing Number 10233, Sheet C3. • Irrigation. Except for areas of undisturbed existing vegetation, all landscape areas that do not have high soil moisture conditions shall have temporary or permanent irrigation systems. Temporary systems may be removed after twenty-four (24) months or two (2) growing seasons, whichever occurs first; provided, that the plantings are established. Permanent irrigation shall conform with BMC 20.50.060(b)(3). Please add this statement to Drawing Number 10233, Sheet C3. • Landscaping in Critical Areas. Any required landscaping within wetlands and their buffers shall comply with BMC 20.14.300 and shall be approved by a qualified biologist. Any required landscaping within geologically hazardous areas and their buffers shall comply with BMC 20.14.600 and shall be approved by a qualified geologist. Please add this statement to Drawing Number 10233, Sheet C3. 2. Public Works & Engineering. Through separate correspondence, the Public Works Department is troubleshooting utility availability options with the applicant, therefore, a Water & Sewer Availability letter has yet to be submitted by the applicant. An executed Water & Sewer Availability letter is required prior to permit approval. Per BMC 20.02.090(c), the applicant shall have ninety (90) days from the date notified to submit the requested materials. Should the materials not be submitted within the time limits, the application shall lapse. As additional information is being requested, it is possible additional processing time is required per BMC 20.02.130(e)(1). If you should have any questions, please feel free to contact me at (360) 473-5289, or email ataarrett.iacksonCa7_ci.bremerton.wa _us. Sincerely, 9& Garrett Jackson City Planner Distribution: March 16, 2018 Sterling Griffin: Sterlinq@harborcustomhomes.com Department of Community Development 345 6th Street, Suite 600 Bremerton, WA 98337-1873 Telephone: 360-473-5289 Fax., 360-473-5278 Garrett. Jackson@ci. bremerton. wa. us The Department of Community Development is in receipt of an application for Commercial Site Plan Review & SEPA review for proposed residential development located off Werner Road. Per BMC 20.54.050(b)(1), "No lot may be modified, divided or adjusted in a manner that would violate dimensional, area, or other requirements of the zone in which it is located." As such the applicant seeks Site Plan Review for a potential Boundary Line Adjustment (BLA) resulting in 298 modified residential lots, associated tracts, and other improvements to ensure compliance with City code. Per BMC 20.58.050(e) the Director may modify the requirements of Site Plan Review based on the size, scope and complexity of the project. Prior to issuance of permit BP18 00044, more information is required in order to ensure compliance with the Zoning Code; specifically the following information must be submitted: 1. GEOTECHNICAL REPORT. The supplied report was marked Preliminary Draft and was not signed. Geotechnical reports shall be prepared by a qualified professional (defined in BMC 20.14.200 under "qualified professional'). This item is required prior to the application being deemed complete. 2. WETLANDS. Per BMC 20.14.330(b)(3) the draining, flooding, or disturbing of the water level or water table within a wetland or its buffer is prohibited. Please confirm that the proposed outlet pipe for Wetland A, noted in the Environmental Checklist, will be located outside these areas. This item is required prior to the application being deemed complete. 3. TYPE N STREAM. As illustrated on Kitsap County Critical Areas maps, and mentioned in BGE Environmental report, a Type N stream may be present onsite. Please provide an addendum to the BGE report which addresses if streams are located on the property, describes development activities planned for those areas, and demonstrates code conformance with BMC 20.14.700. This item is required prior to the application being deemed complete. 4. TRACTS. Staff is unable to discern the boundaries of Tract H from the submitted materials. Per BMC 20.58.080(e)(2)(v), please provide a depiction of all proposed boundaries. This item is required prior to the application being deemed complete. 5. PARCEL 202401-4-002-2003. Per BMC 20.58.080(e)(8)(iv) signatures, mailing addresses, and phone numbers of all owners of record or agents of the subject property are required with the permit. It is not evident from the submitted materials that the underlying land of the westernmost proposed stormwater pond is under the ownership of the applicant. This item is required prior to the application being deemed complete. 6. LANDSCAPING. Per BMC 20.58.080(e)(4), a landscaping plan is required. Please provide a preliminary landscaping plan which complies with BMC 20.50, including street trees, shrubs, groundcover, and irrigation. If required street trees are located in the right of way, landscaping is not required on individual single-family lots. Per BMC 20.14.630(a)(2) & (b)(2) native vegetation shall be in place from the toe of the slope to twenty-five (25) feet beyond the top of the slope, unless modifications supportable by a geotechnical report are approved. Landscaping required per BMC 20.50 and 20.14 may be provided on the same plan. A preliminary landscaping plan is required prior to the application being approved. A final landscaping plan is required with the submittal of a Site Development Permit. 7. TRAIL DETAIL. Per BMC 20.58.080(E)(2)(ii), please provide a construction detail drawing showing a durable surface for the proposed trail system. This item is required prior to the application being approved. 8. PARKING. Per BMC 20.58.080(e)(3) a parking plan is required. Please note the total number of off-street parking spaces, and on -street parking spaces, provided by the project. 9. HOME OWNERS ASSOCIATION. Per BMC 20.58.080(e)(8)(iii) the specific nature of any agreements, covenants, or other provisions that govern or affect the proposal shall be included with the application. As many commonly owned facilities are proposed (private roads, storm ponds, trail systems, parks, etc.) please demonstrate how all commonly owned property will be maintained. A preliminary plan to address commonly owned property is required prior to this permit being approved. A detailed final plan is required to be submitted with the Site Development Permit. 10. IMATER/SEWER AVAILABILITY LETTER. Per BMC 20.58.080(e)(6), a letter summarizing the utility service requirements per BMC Title 15 shall be obtained from the City Public Works Department and submitted with the application. This item is required prior to the application being deemed complete. 11. PUBLIC WORKS & ENGINEERING. Please expect a separate review letter from the Public Works & Engineering Department. The provided PDF, which includes mark-up revisions of the submitted plans, does not include a complete Public Works review; this will be provided with the later comment letter. Until such information is received the application will be placed on hold. Pursuant to BMC 20.02.090(c) necessary documentation and supplemental information must be submitted within 90 days. If you should have any questions, please feel free to contact me at (360)473-5289. Sincerely, in Garrett Jackson City Planner DA7 JM Scale: V= NAVD 88 150 0 150 300 Scale in Feet PN: 2924 01 - 2 - 002 - 2008 PN: 292401-1-018-2002 WETLAND B { Na 1 l 1 I I 00 , PN: 212401-- 1-007-20019 1 WERNER ROAD RESIDENTIAL DEVELOPMENT 1 • ■ PON. I I I PN: 4597-000-001-0000 I PN:2Q2401-4-002_003 J — AKtA ur NA I Vt VLGH AnoN I PN: 212401-3-007-2009 N.L. Olson & Associates,Inc. E ° wA,° 4- FOR: HARBOR CUSTOM HOMES, LLC _ Engineering, Planning and Surveying z ATTN: STERLING GRIFFIN (360) 895-2350 or (360) 876-2284 11515 BURNHAM DRIVE NW �STOONAL 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 orf •NAL GIG HARBOR, WA 98332 NLO PROJECT #10233 t AREA OF NATIVE VEGETA f PN: 212401-3-007-2009 PN: 202401-1-019-2000 PN-- 202401-1-005-2006 NOTE PN:2024L PN: 2[ PN: 2024[ THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 VICINITY MAP NOT TO SCALE SECT 20, T N 24, R IE ('PRELIMINARY SHEET INDEX SHEET DESCRIPTION C1.00 COVER SHEET 01.01 LEGEND & SITE DATA 02.00 TOPOGRAPHIC SURVEY 1 02.01 TOPOGRAPHIC SURVEY 2 03,00 OVERALL SITE PLAN 03.03 SITE PLAN 1, NORTHWEST SITE ACCESS C3.02 SITE PLAN 2, NORTH POND & PARK 03.03 SITE PLAN 3, ZIPPER ROAD B NORTH & ROAD A 03.04 SITE PLAN 4, UPPER ROAD B MID & ROAD A C3.05 SITE PLAN 5, UPPER ROAD 8 SOUTH C3.06 SITE PLAN 6, LOWER ROAD B SOUTH C3.07 SITE PLAN 7, LOWER ROAD B MID 03.08 SITE PLAN 8, LOWER ROAD B NORTH 03.10 ROAD SECTIONS 03.20 ROAD A PROFILE 03.21 ROAD B PROFILE 1 (STA. 25+00 TO STA. 42+50) C3.22 ROAD B PROFILE 2 (STA. 42+50 TO STA. 74+00) 03.23 ROAD B PROFILE 3 (STA. 74+00 TO STA. 90+00) C4.00 OVERALL STORM & GRADING PLAN C4, 01 STORM & GRADING 1, NORTHWEST SITE ACCESS 04.02 STORM & GRADING 2, NORTH POND & PARK C4.03 STORM & GRADING 3, UPPER ROAD B NORTH & ROAD A C4.04 STORM & GRADING 4, UPPER ROAD B MID & ROAD A 04.05 STORM & GRADING 5, UPPER ROAD B SOUTH 04.06 STORM & GRADING 6, LOWER ROAD B SOUTH C4.07 STORM & GRADING 7, LOWER ROAD B MID 04.08 STORM & GRADING 8, LOWER ROAD B NORTH C4.09 STORM & GRADING 9, WEST POND 05.01 UTILITY PLAN 1, NORTHWEST SITE ACCESS C5.02 UTILITY PLAN 2, NORTH POND & PARK 05.03 UTILITY PLAN 3, UPPER ROAD B NORTH & ROAD A C5.04 UTILITY PLAN 4, UPPER ROAD B MID & ROAD A C5.05 UTILITY PLAN 5, UPPER ROAD B SOUTH 05.06 UTILITY PLAN 6, LOWER ROAD B SOUTH C5.07 UTILITY PLAN 7, LOWER ROAD B MID 05.08 UTILITY PLAN 8, LOWER ROAD B NORTH Site Data GENERAL INFORMATION: SITE ADDRESS WATER SANITARY SEWER R-10 RESIDENTIAL (298 LOTS): NO ADDRESS (SITE TO THE SOUTH OF 7500 WERNER RD) CITY OF BREMERTON CITY OF BREMERTON TAX ACCOUNT NO. 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, TOTAL TRACT 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, TRACT J 202401-4-007-2008, 202401-4-010-2003 (FUTURE INDUSTRIAL) NUMBER OF LOTS 298 (3.43 AC) ZONING R-10 LOW DENSITY RESIDENTIAL R-10 SITE AREA (GROSS) 3,466,202 SF (79,57 AC) RESIDENTIAL LOT AREA -0- 1,363,059 SF (31.29 AC) PLAT ROW AREA 438,377 SF (10.06 AC) WERNER ROAD ROW DEDICATION 514 SF (0.01 AC) TOTAL TRACT GUY ANCHOR 1,657,602 SF (38.05 AC) TRACT A (OPEN SPACE) 243,247 SF (5.58 AC) TRACT B (WETLAND & PARK) 89,008 SF (2.04 AC) TRACT C (LANDSCAPE) 3,310 SF (0.08 AC) TRACT D (OPEN SPACE) 6,118 SF (0.14 AC) TRACT E (OPEN SPACE) 5,904 SF (0.14 AC) TRACT F (STORM ACCESS) 3,922 SF (0.09 AC) TRACT G (STORM ACCESS) 2,727 SF (0.06 AC) TRACT H (WETLAND STORM 9,310,015 SF (30.07 AC) 0 PROPOSED & OPEN SPACE) G EXISTING NORTH INDUSTRIAL PARCEL (STORM & SITE ACCESS): TAX ACCOUNT NO. 202401-1-007-2004 STORM & SITE ACCESS AREA (GROSS) 369,074 (8.47 AC) INDUSTRIAL PLAT ACCESS ROW AREA WERNER ROAD ROW DEDICATION TOTAL TRACT AREA TRACT I (PARK) TRACT J (STORM & PARK) TRACT K (FUTURE INDUSTRIAL) 60,712 SF (1.39 AC) 21,107 SF (0.48 AC) 293,430 SF (6.74 AC) 23,882 SF (0.55 AC) 149,265 SF (3.43 AC) 114,109 SF (2.63 AC) WEST INDUSTRIAL_ PARCEL _(-STORM), TAX ACCOUNT NO. 202401-4-002-2003 TOTAL PARCEL AREA AREA USED FOR STORM APPROXIMATE EARTHWORK 868,555 SF (19.94 AC) INDUSTRIAL 34,381 SF (0.79 AC) CUT. .400,000 Cu Yd FILL ..................400,000 Cu Yd NOTE: CONTRACTOR TO VERIFY QUANTITIES SHOWN, NOT TO BE USED FOR BID PURPOSES NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 81y REVISIONS fiC+� �i7��� �:Pi �����iL'�iII�P►1 LEGEND LEe 41-��� k Y pF 4919 w cr Teg� w �s�rON L r��`i ,'I�. L PROPOSED ASPHALT CONCRETE ❑ EXISTING CATCH BASIN �...� DESIGNED (Si— EXISTING SANITARY SEWER MANHOLE PROPOSED CONCRETE CHECKED NLOII 3/18 L�. l -0- EXISTING UTILITY POLE ■ ■ SITE BOUNDARY EXISTING ELECTRICAL BOX -- EXISTING GUY ANCHOR — — — — PROPOSED ROW W EXISTING GAS VALVE — — — — PROPOSED LOT LINE IJ EXISTING TELEPHONE RISER ® EXISTING WATER METER PROPOSED EASEMENT r_1 EXISTING SIGN 9- PROPOSED FIRE HYDRANT OH EXISTING OVERHEAD UTILITY LINES SID EXISTING CULVERT 13 PROPOSED TYPE 1 CATCH BASIN BURIED UTILITIES PER LOCATOR PAINT MARKS 0 PROPOSED TYPE 2 CATCH BASIN G EXISTING GAS LINE EXISTING TELEPHONE CABLE PROPOSED STORM PIPE W EXISTING WATER LINE PROPOSED RIP—RAP tea- PROPOSED FENCE LANDSCAPED AREAS (SEE LANDSCAP PLANS) (:���AREA OF NATIVE VEGETATION )(UNDISTURBED AREA) FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: NO SCALE D A TE: March 30, 2018 DRAWING NUMBER: 10233 SHEET C1.01 LEe 41-��� k Y pF 4919 w cr Teg� w �s�rON L r��`i ,'I�. L BY DATE LZI N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE DATA LEGEND & S A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. DESIGNED RPT 3/18 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: NO SCALE D A TE: March 30, 2018 DRAWING NUMBER: 10233 SHEET C1.01 llA7'iJ'�I NAVD 88 Scale: 1"= 50' LEGEND ® WATER METER 0 FIRE HYDRANT -0-UTILITY POLE e WATER VALVE tj TV VAULT S BLOW OFF VALVE n TELEPHONE RISER 0 GAS FAULT (P -)STORM DRAIN MANHOLE Q SANITARY SEWER MANHOLE SoSANITARYSEWER CLEAN OUT 55 SANfTARY SEWER PAINT MARKS -- UH ----OVERHEAD POWER w BURIED WATER LINE T BURIED TELEPHONE LINE BURIED ELECTRICAL 60' Wlpl PER AFI S 1 ' 48' 10' 29.E CALCULATED CENTER OF SECTION 20 PER: KITSAP COUNTY PUBLI WORKS SECTION 20 REVISIONS NO. DATE BY DESCRIPTION DESIGNED DRAWN CHECKED APPROVED ACCEPTED 8Y DATE A:Z:i N.L.01son & Associates, Inc. JAT 3/18 JCD 3/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O, Box 637, Port Orchard, WA 98366 L A'W�' h . TOPOGRAPHIC SURVEY I WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the SOLItheast Quarter of Section 201, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 50 0 50 100 Scale in Feet FOR: SCALE: 1 "=50' Harbor Custom Homes, LLC DATE: Mareh 30, 2018 Attn: Sterling Griffin DRAWING NUMBER: 11515 Burnham Drive NW 10233 Gig Harbor, WA 98332 SHEET C2.00 NO. I DATE I BY I DESCRIPTION N88' 40' 47"W 2629.27 T 20 �` CALCULATED CENTER OF SECTION 20 PER: KITSAP COUNTY PUBLIC WORKS SECTION 20 FOUND 1/2" REBAR & CAP LS. NO. 20795 SOUTH SECTION 1/4 CORNER VISITED APRIL 3, 2018 S88' 38' 07"E 2628.28' REVISIONS I M --- ---- - �i� N88' 40' 47"W 2629.27' f•.. _..-,- �`` `1 - ' - --moi -- -� �,::.,.. . ,.:...-�..__..,, _ - .."< 25' 30t'W� , 588 34' 30"� - 327.34' L=05:08, R 225.04 , / 129.94' A=44.58, I _.._S3' 18' 1-W 193.00' �= o _� 2 240 f � D99— J -Q ­�p� -i�. J `- 1 l r 307-91' _ 1 tLO ~BO7WII�E_ EASEMENT 1 1 _PE AFN: -_30]3025 rS1:=::4a -10= W 29.24. } r l ! t 2618.11'' �� X54.53' } J 1 1 l h 460, 20240.7' ; 4 009 200 r" - -'-:a I 202 Q 1-{4 [)1 �I 200J � f ' I [ `` 19 32' WE 64.84' L11 , %f J LLI l z I o �20 �01 41-Qp�7 BOOS ¢o u: _j LLJ Ld ! -. J _ -\ , _ \ ,L. 7 � l N88'1 3 3' 0 "Wf 65 .15' -� rn I 7 I 1 I 202401.`2007 ` i Q a I a —008 1 1 0 _ �Q,24,01— —006-2009 %,`,�l � � `� ` � ` � :i LL _ 11 �NQ 490, 1 p 1` LLI�� li ti l 1 {{ } f ` 656.11' p. 1 z• WWW LLJ 4n �, ) 120i Ln ro kn r___—�_� N8$'r34' 33' W/,65f8; I ! I 1 ` f� J I. 11� 1 1 f / I - r J // 6JrO I� �' I Ld �' ' \ �' \ • '�' / / I ' ' + / dl !moi fJI W 00 5 J I l ad4-2007 ELECTRIC TRANSFORMER r ; I �.� 4 rl `. ,�• 603 f n02 ` 1 i �, f rl NB� &+ 1041" 56.41' JI LL i sna 1 IIS - d �. tr Ld CA l , 2 WATER VAVLE �— - 1 l '� �� 2 WATER BLOW OFF VALVES S88' 37' 35"E 2528.15' /{' 1314.07' ���'-� �' ly I ` 20 27 ,7 7� 29 zs BY DATE ti�a• " ,�"..•�� A DESIGNED XA:& N.L.0Ison & Associates, Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED JCD 3/18'' 360 876---2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 L}"'L�Ic� L6 Cy u7 LO FOUND BRASS DISK INSIDE 12" ADS PIPE, 6' DOWN. VISITED APRIL 3, 2018 DA'F€J M NAVD 88 Scale: '1" 200' LEGAL DESGRPITIQN LEGEND w w BURIED WATERLINE T T BURIED TELEPHONE LINE ss ss SANITARY SEWER LINE BURIED ELECTRICAL OVERHEAD POWER DITCH FLOWLINE ' GRAVEL ROAD `i ` �`:':.._,.�?':. ASPHALT ROAD :: WETLAND AREA PARCEL 202401-4-009-2006; THE NORTH HALF OF THE NORTHWEST QUARTER OF THE NORTHEAST OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON, FOUND 5 1/2" AXEL PARCEL 202401-4--008-2007; EAST SECTION 1/4 CORNER THE SOUTH THREE ---QUARTERS OF THE WEST HALF OF THE NORTHEAST QUARTER OF THE SOUTHEAST VISITED APRIL 3, 2018 QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. CALCULATED NORTHEAST SECTION CORNER PER: KITSAP COUNTY PUBLIC WORKS SECTION 20 PARCEL 202401-4-003-2002; THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER, SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W -M, IN KITSAP COUNTY, WASHINGTON; EXCEPT THE NORTHEAST QUARTER OF THEREOF. PARCEL 202401-4-004--2001; THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER, SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M., IN KITSAP COUNTY, WASHINGTON. PARCEL 202401-4-005-2000; THE SOUTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON, PARCEL 202401-4--006-2009; THE NORTH HALF OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINCTON. PARCEL 202401-4-007--2008; THE SOUTH HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. PARCEL 202401-4-010-2003; THE NORTH HALF OF THE NORTHEAST QUARTER OF THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER IN SECTION 20, TOWNSHIP 24 NORTH, RANGE 1 EAST, W.M. IN KITSAP COUNTY, WASHINGTON. PARCEL 202401--1---007-2004; RESULTANT PARCEL 1 OF BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR FILE NO. 200511020334, RECORDS OF KITSAP COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER OF THE NORTHEAST QUARTER OF SECTION 20, TOWNSHIP 24 NORTH, RANG 1 EAST, W.M., KITSAP COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO KITSAP COUNTY FOR WERNER ROAD UNDER AUDITOR'S FILE NO. 682328; AND EXCEPT THAT PORTION LYING WESTERLY OF THE CENTERLINE OF AN ACCESS AND UTILITY EASEMENT AS DESCRIBED UNDER AUDITOR'S FILE NO, 3003025. PRACTICEZPROCEDURES TRIMBLE R4 GPS ROVER AND SLATE CONTROLLER USED FOR GPS TIES TO SURVEY CONTROL. CONVENTIONAL SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH A SPECTRA PRECISION FOCUS 35 TOTAL STATION. FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.G. 332-130-090, REFRENGES BASIS OF BEARINGS: NAD83/91, WASHINGTON NORTH ZONE, WASHINGTON STATE PLANE COORDINATE SYSTEM, KITSAP COUNTY PUBLIC WORKS SECTION 20, T 24 N, R 1 E, WM DATE: JULY 29, 1996 KITSAP COUNTY RECORDS, V/29—PG/218 AFN; 200511020334, AFN; 3003025 NOTES 1. 5' INTERVAL CONTOURS ARE BASED OFF OF LIDAR DATA FROM KITSAP COUNTY, WASHINGTON 2. WETLAND SHOWN HEREON ARE BASED ON WETLAND REPORT PROVIDED BY ROBBYN MYERS,PWS AT BGE ENVIRONMENTAL, LLC AND SURVEYED BY N.L. OLSON & ASSOCIATES IN FEBRUARY, 2018. 3, LEGAL DESCRIPTIONS SHOWN HEREON ARE BASED ON KITSAP COUNTY ASSESSOR DESCRIPTION. PARCEL NUMBER: 202401-1-010-2003 TOPOGRAPHIC SURVEY 2 FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 200 0 200 400 Scale in Feet SCALE: t"=200' Harbor Custom Homes, LLC DATE: March 30, 2018 Attn: Sterling Griffin DRAWING NUMBER; 11515 Burnham Drive NW 10233 Gig Harbor, WA 98332 SHEET 02.01 1 1 1� 116 �� w 40 40 4p 40 40 w .. 4., x x 4d 4V w w w' 40 _- --� 40 4U �' 4G 4a 47 40' 40' 4C 40' 4tl �w m w 1-4�`T 4W J `�T-' 4Q' Ory 4 • - • { 1 '�! 2 ! r + I 1 i f 1 I 1 r 42' +r 42' 47 4Y 4Y 4s' � r 4s' 4r +r 4r +z' 4z' „' +, 40' 40• 4a• w. +o• II 3 1S 4 2 S M I 11 i 1 wl -1 6 �l 7 �r 8 �! 9� I r 1 1 ! ! ! ! r I ! ! 1 I I I I ! 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Box 637, Port Orchard, WA 98366 OVERALL SITE PLAN WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range i East, W.M., in Kitsap County, Washington. FOR: irDATUM Scale: V=100' NAVD 88 TRACT C Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 100 200 TTSiiiiiiiiiiii Scale in Feet SCALE: 1"=100' DATE: April b, 2018 DRAWING NUMBER: 10233 SHEET C3.00 ■S 40' 60 40' 61 �IND 61 62 [V 55, 63 40140' SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY. aGROUND COVER RYE, FISCLLE, BLUEGRASS — — AS READ. THORNLESS COCKSPUR HAWTHORN IVORY SILK JAPANESE TREE LILAC Crataegus crus—ga11i 'Inerm' Syringa reticulata 'ivory Silk' BY DATE � IA �!J N.L.�15Gn & ASsociates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR. Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 g SCALE: 1--30 Z CAL 25-34' O.C. 48 BY CANADA RED CHOKECHERRY Prunus rginiona 'Canada Red' vi RPJ 27' 15' JACK PEAR 50' DRAWN JAT 318 X233 CHECKED NLOII 318 APPROVED t STREET TREE LANDSCAPE SCHEDULE SYMBOL COMMON NAME BOTANICAL NAME SIZE SPACING QTY. aGROUND COVER RYE, FISCLLE, BLUEGRASS — — AS READ. THORNLESS COCKSPUR HAWTHORN IVORY SILK JAPANESE TREE LILAC Crataegus crus—ga11i 'Inerm' Syringa reticulata 'ivory Silk' BY DATE � IA �!J N.L.�15Gn & ASsociates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR. Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 g SCALE: 1--30 Z CAL 25-34' O.C. 48 BY CANADA RED CHOKECHERRY Prunus rginiona 'Canada Red' vi RPJ 3/18 DRAWING NUMBER: JACK PEAR Pyrus calleryana 'Joczem' DRAWN JAT Cl THIS SHEET NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MM SCALE 1"=1000' BEGIN ROAD B ALIGNMENT STA. 25+00 LANDSCAPE BUFFER W •Y w W W W W W w w W •Y •v w W W w W W �� � i 00 w •k. 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W •1. v L R4 OD 732 LF 6 WIDE� 68 67 CONCRETE 51DWALK �w WIDE CONCRETE SIDWALK65 64 W wY wW W W WW nzWiii{j WW vW W•Y` ww�W \Ww _ ' ' ■ w w w w w W W W W W W W �\ _+ w W W w ,�+ 1 W = v W W W W +Y l• v W �y W W W W W W W W d• w L W W W W W W ,l• W PROPOSED WERNER 1a r I I � W W W W •Y W W W W W ` � ` __ W W W W/ - W . � v W W W W W •v w W W W W W W W W W w w W W w 1 W W W W W W 1 W W v - - v W W w µ W W W W w W W W W W W W w i W W W W 1 1 \ �LS\} 1 I` O�V - -rte W W W v I W W w w W W W W W W W W W W W W W W ROAD ROW w .i• W W W W w W W ti• \ � [[[]]] � W W W W •Y W W w W W W W w W W W W W W W W W w W w 1}� W IIV� W i W M ' W wI w W w W W W W W W W W W W •Y v SLIDE y. .Y ////// .y W W y v •Y v •r w .y W W J. v w W W l• W W W 41W +4 11, r I r W W W GATE w1LANDSCAPED TO BE DONE BY LANDSCAPE —-- — C j w hARCHITECT AT TIME OF FINAL PLANS r� � w W d• W W W W W W W W W W W ~ ~ 1 w I W W W W W W W W W W ` Y ,�_ ` n ;W Y. .7i•� w/ W Iv (LANDSCAPING SOWN FOR DISPLAY ONLY) W 1�• .C• w W W w W W W W W W W W W W W W W W W W W W WW @I W W W W 1� W w W f W W W W W W W W W W W w W W W W w W �• W ' y 1 W 1 + Z W W W W W W W W W W •L• 3• - v W _ I w W W W W W W W W W W w W W W W W� W w W W W W W W w W W w W W W Y• W W w W W W W W W W w w W r •1• W ' J _ •1• W W W W W W W W W W W W � _-..I � W •Y,� W W W •L w W W y W W W W W W w W W W W w W W W W W W W W W� d•� II W � W W 1 1 I Y v i w W w W W W W W W W W W w w •Y W W W +Y W W W W W I W W W W W W W Y W W W W W W W W W +y W W W W W W W `IW W W W� ' r I 1 w W wLANDSCAPE BUFFER W W w W w w W W w WWW W w w w W w W W W w W W W W W W W W w W W W W88 I OO ,v W W v W W W W T W W W W W W W w •Y -, w W W W r W W W w W W W W W W W W W w W W W W W W W w W •1- W W �I1 W W � � w v W� W W W W W W W W W w W W w •Y W � 1 v W W W W W W W w W W w w W W w W w w W W W W W W W W W W y W W W fib, W W W W W W W W W W W W W W W W W w W w W W W W W W W w W w W W W W W W W W W W W W W W W W W W W 111 w 1 • � v I � w W w W w 1' W W W V� W w W yr W W w w Y", W W W W W w W W W W W W W W W W W W W W W W W W W � W� W� W 1 I I w I v W W W W W W ; 1 •d• W w w Y -L W W I W W W W W W W W W W w W . W . W W W W W . W W . w � I , � i W W w W w w W W W Y• W W W w W _ 186 86 fI W W W W W W W �3 4 CD 187 89 I ILI. r W w W .Y W J" W W W W W W 'W W W W W W w W w W wY W W W W W W W .y W w W 1r .y W 17`1 •Y 1 W J111 W W W w W W W w W W W W W W W W W W W W ,b W W W W W w W W W W W W W �L ] •v� w 1 = I r J i W w W W �v WW W W w W W W W W w W wW W Ww W WW v wW � I W rf 2 2'____1 W W W ., W W W5555' {{1,�. W W W © I I I W W W W L w W w Y • W W w W W ACT W W I +r I 'Y `1' W 'Y y ^Y W - w w 'b W W w 'Y 1 • M•A W W w W W ,Y W •4 W W W W W W W •Y v W •l• W W W W W W V• W } 1 f 40' 42 I W (F.UTU w�US TRPTA W�.y42' W W •1• W w W +4 W W W W W w� ,1� 1 (J C W W w W W ✓ v f � w W W W W W w W w W W W W w W W W W W •1- W W W W W W W W W W � y ' i I W W ,Y w `+• + w W w W W w 1I W W ,Y ,y W W W W W W w W W W W W W W W w W .l• ,y w W W lr 87 00 w •y W W W v v �� W W W W W M W w w w w W w W W W W W W W W W W W W W W W W W W i g cj (1 Y •4 - v w W - v •Y v v w w v r W _ w w w W !. W W W w w w W W W W W W W w w W W W W W W w W W W w y W W W W j � � rf W v - w v V�, I W W Y• W W W W W� W W w w w W W W W W W W W W W W W W W W W W W W W W W W w W i i yI� �Q] � u` y-� `--��- - `� - ^- - — �• - �� •.� - ..-_. � J� 11 w W +Y W W .y W JI} w W W w W W W W W W W U• W W W W W w V" w y W J• W W W W W w w W I j}-. 1 �1 T � � � � •Y W W W W L w W w" � W W W W W W W W W W W W W W L W Y W W W W W W W W W `i' W W W W ` � S� � y'~! � I I � ^� �+�+�_ � � � � I w •l• W W w W W w W W � � W W W W W W I W W W W W W W W W W W W W W w W W W W w w W W W W j I �� 1 .y .r e• w I`1 1 t--- �,�] � W w w W W w v �.' � w J W w W w rw W W W W W W W w W W W W W W .1• w W W W W W W w w W r I w W w W W TRAIL ij■ , 7! ' �W 81. NORTH S T�:)R.NM I'OND �• W W W W W W W W W W W W W W W W W W W W W W W ,Y w w .' � •i• w W W W v `" Iw W W W W W w W w W W W W w W W W W W W W W W W W w Sy •i• v •Y •Lvv •Y •v w w v W W 4 W � W W W W _ W •Y W w w W W W W W W W W W •Y w W W W w W 'Y w v W W W W W W W ,L -b W W W W `}O �}} O� ~ �llf�J •M' w 1I I�Ww W W W WW W WW W WW z 50 1 •Y Ww w +L +Y Wv •Y ww W wW W WW Ww WW WW WW Ww WW W WW WW WW z1nn w I 44THEW APPROXJMATE WOCATION OF EXISTiNG -UNDERGROUND UTILITIES °f.�•►,LJ, � r++ j ARE SHOWN 09 THE PLANS. -IT IS THE CONTRACTOR'S RESPONSIBILITY- UTILITIES- RESPONSIBw ILITYRW- UTILITIES- PWR -TO -DETERMINE THE LOCATION OF EXISTING DAMAGES, THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE W wWW W wWW w WW W COMMENCING WRK�THE CONTRACTOR SALLBEWRESPON,BLEW FO R W W W Ww w s` �4 I ` wW WW TO LOCATE,, PRESERVE AND PROTECT UNDERGROUND UTUTIES. GALL 48vH•QUFSS 30 0 1f 30 30 BEFORE YOU DIG I MEN 101 SEE MEN 811 Seale in Feet Sale: V= 34' NAVD 88 - •• Hrlllll[iFMAMIi MMMIE1iii Illlllllli rr,�' Ii �� � �1111111111"i1iiA11 jl���l� � ■�����!l�lnnnlnrpnrrGrrrrrrwr "��N���R \� 1 �, 11111111111111 � �� F� 111111 � i 1111;11N! 1� ��� �� _� .���p��� ,. �0�, REG SgE �� ��' s'slONAL 'N 1�� _ , y 1 ±" NOTE: "STREET TREE" SUBSTUTUTIONS MUST BE FROM THE BREMERTON APPROVED STREET TREE LIST KEY MM SCALE 1"=1000' BEGIN ROAD B ALIGNMENT STA. 25+00 LANDSCAPE BUFFER W •Y w W W W W W w w W •Y •v w W W w W W �� � i 00 w •k. W W W W v W W W W W W � .~ �. .fir, i i :.•.:.,.�.y.�..::� �.....•,:-..;:-�..:.�•,� w W W W W W � � � � ��� `� � � , STREET TREE dp ~~ s W W �� "•:. • W W W W W W W W W W � ' .: � •!• W W � ma y~ --- 20 7 w [rw w W 9+53.-69 'y y.Z �c(w7 w w •v w �',eon' �-erac_�.aP�,,�� + ����1���` LO 9+53. 9 W W W W W W . w :. +� - W W W v W W W W W w W •1. w W w W W W i A ERNER ROAD Q I y z 4 w W .v W W Y W W ~W :_ .. •'..: 7- _� .d• W L w _ 1 Z 1 CIA �. V �_ Y W W •Y v W W w v w ` •. W W _ `V• `l Pq Q �� W w� W W w W W W ....:. .. �.� W W . a w .• ? v -� - -- w W v W W W S• W W W W W W W ' W r• W , W W - •v v W - W W T W WL •Y W - fR Q/7� `` w \\l W TRACTW • W W w w - J .... `,��w Q r J-� w l __ `_� _ L./ � W W W y y W W�' '.."'�W W W Y •1• w w W W W W W W W W v �L _ W •Y z ll 1 •� 1�r W W w yW w `\' •Y w` •Y W w •Y W w w W TRAIL W W W W W W W W W W W W W W _H^- •L • �W W_ [Vy 40' �`f,`• ti w w W PARK 401 Y 1 W w W4I401`40' R5W W W W W W W W L Y w W W W w W W •Y 4� W= .1• .�* e oFi \ W v W \ r I ■/I. `` 2� 776 LF CONCRETE w W W �Y. W W W W W W W �" W W W W ' W W W W W w W w w v w-;..`� w y W v ' •' w 1 �� �W W w W W W W w W W W w w W W W W W W W W W W w W W W W CURB & GUTTER r W w w w W w w w W \ W w w W w SLIDE I r 89 2 n GATE W W GATE HOUSE 2 •L• W w w W W W W W W w -� 5' WIDE PLANTER W w W w W I r ` W �av"W ww W WW �Wy w v •Y W eW _ i•J 'I v ,Wb WW •1.S'W W W W W W w W Y y W W w W W Ww W •1. W •1. v L R4 OD 732 LF 6 WIDE� 68 67 CONCRETE 51DWALK �w WIDE CONCRETE SIDWALK65 64 W wY wW W W WW nzWiii{j WW vW W•Y` ww�W \Ww _ ' ' ■ w w w w w W W W W W W W �\ _+ w W W w ,�+ 1 W = v W W W W +Y l• v W �y W W W W W W W W d• w L W W W W W W ,l• W PROPOSED WERNER 1a r I I � W W W W •Y W W W W W ` � ` __ W W W W/ - W . � v W W W W W •v w W W W W W W W W W w w W W w 1 W W W W W W 1 W W v - - v W W w µ W W W W w W W W W W W W w i W W W W 1 1 \ �LS\} 1 I` O�V - -rte W W W v I W W w w W W W W W W W W W W W W W W ROAD ROW w .i• W W W W w W W ti• \ � [[[]]] � W W W W •Y W W w W W W W w W W W W W W W W W w W w 1}� W IIV� W i W M ' W wI w W w W W W W W W W W W W •Y v SLIDE y. .Y ////// .y W W y v •Y v •r w .y W W J. v w W W l• W W W 41W +4 11, r I r W W W GATE w1LANDSCAPED TO BE DONE BY LANDSCAPE —-- — C j w hARCHITECT AT TIME OF FINAL PLANS r� � w W d• W W W W W W W W W W W ~ ~ 1 w I W W W W W W W W W W ` Y ,�_ ` n ;W Y. .7i•� w/ W Iv (LANDSCAPING SOWN FOR DISPLAY ONLY) W 1�• .C• w W W w W W W W W W W W W W W W W W W W W W WW @I W W W W 1� W w W f W W W W W W W W W W W w W W W W w W �• W ' y 1 W 1 + Z W W W W W W W W W W •L• 3• - v W _ I w W W W W W W W W W W w W W W W W� W w W W W W W W w W W w W W W Y• W W w W W W W W W W w w W r •1• W ' J _ •1• W W W W W W W W W W W W � _-..I � W •Y,� W W W •L w W W y W W W W W W w W W W W w W W W W W W W W W� d•� II W � W W 1 1 I Y v i w W w W W W W W W W W W w w •Y W W W +Y W W W W W I W W W W W W W Y W W W W W W W W W +y W W W W W W W `IW W W W� ' r I 1 w W wLANDSCAPE BUFFER W W w W w w W W w WWW W w w w W w W W W w W W W W W W W W w W W W W88 I OO ,v W W v W W W W T W W W W W W W w •Y -, w W W W r W W W w W W W W W W W W W w W W W W W W W w W •1- W W �I1 W W � � w v W� W W W W W W W W W w W W w •Y W � 1 v W W W W W W W w W W w w W W w W w w W W W W W W W W W W y W W W fib, W W W W W W W W W W W W W W W W W w W w W W W W W W W w W w W W W W W W W W W W W W W W W W W W W 111 w 1 • � v I � w W w W w 1' W W W V� W w W yr W W w w Y", W W W W W w W W W W W W W W W W W W W W W W W W W � W� W� W 1 I I w I v W W W W W W ; 1 •d• W w w Y -L W W I W W W W W W W W W W w W . W . W W W W W . W W . w � I , � i W W w W w w W W W Y• W W W w W _ 186 86 fI W W W W W W W �3 4 CD 187 89 I ILI. r W w W .Y W J" W W W W W W 'W W W W W W w W w W wY W W W W W W W .y W w W 1r .y W 17`1 •Y 1 W J111 W W W w W W W w W W W W W W W W W W W W ,b W W W W W w W W W W W W W �L ] •v� w 1 = I r J i W w W W �v WW W W w W W W W W w W wW W Ww W WW v wW � I W rf 2 2'____1 W W W ., W W W5555' {{1,�. W W W © I I I W W W W L w W w Y • W W w W W ACT W W I +r I 'Y `1' W 'Y y ^Y W - w w 'b W W w 'Y 1 • M•A W W w W W ,Y W •4 W W W W W W W •Y v W •l• W W W W W W V• W } 1 f 40' 42 I W (F.UTU w�US TRPTA W�.y42' W W •1• W w W +4 W W W W W w� ,1� 1 (J C W W w W W ✓ v f � w W W W W W w W w W W W W w W W W W W •1- W W W W W W W W W W � y ' i I W W ,Y w `+• + w W w W W w 1I W W ,Y ,y W W W W W W w W W W W W W W W w W .l• ,y w W W lr 87 00 w •y W W W v v �� W W W W W M W w w w w W w W W W W W W W W W W W W W W W W W W i g cj (1 Y •4 - v w W - v •Y v v w w v r W _ w w w W !. W W W w w w W W W W W W W w w W W W W W W w W W W w y W W W W j � � rf W v - w v V�, I W W Y• W W W W W� W W w w w W W W W W W W W W W W W W W W W W W W W W W W w W i i yI� �Q] � u` y-� `--��- - `� - ^- - — �• - �� •.� - ..-_. � J� 11 w W +Y W W .y W JI} w W W w W W W W W W W U• W W W W W w V" w y W J• W W W W W w w W I j}-. 1 �1 T � � � � •Y W W W W L w W w" � W W W W W W W W W W W W W W L W Y W W W W W W W W W `i' W W W W ` � S� � y'~! � I I � ^� �+�+�_ � � � � I w •l• W W w W W w W W � � W W W W W W I W W W W W W W W W W W W W W w W W W W w w W W W W j I �� 1 .y .r e• w I`1 1 t--- �,�] � W w w W W w v �.' � w J W w W w rw W W W W W W W w W W W W W W .1• w W W W W W W w w W r I w W w W W TRAIL ij■ , 7! ' �W 81. NORTH S T�:)R.NM I'OND �• W W W W W W W W W W W W W W W W W W W W W W W ,Y w w .' � •i• w W W W v `" Iw W W W W W w W w W W W W w W W W W W W W W W W W w Sy •i• v •Y •Lvv •Y •v w w v W W 4 W � W W W W _ W •Y W w w W W W W W W W W W •Y w W W W w W 'Y w v W W W W W W W ,L -b W W W W `}O �}} O� ~ �llf�J •M' w 1I I�Ww W W W WW W WW W WW z 50 1 •Y Ww w +L +Y Wv •Y ww W wW W WW Ww WW WW WW Ww WW W WW WW WW z1nn w I 44THEW APPROXJMATE WOCATION OF EXISTiNG -UNDERGROUND UTILITIES °f.�•►,LJ, � r++ j ARE SHOWN 09 THE PLANS. -IT IS THE CONTRACTOR'S RESPONSIBILITY- UTILITIES- RESPONSIBw ILITYRW- UTILITIES- PWR -TO -DETERMINE THE LOCATION OF EXISTING DAMAGES, THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE W wWW W wWW w WW W COMMENCING WRK�THE CONTRACTOR SALLBEWRESPON,BLEW FO R W W W Ww w s` �4 I ` wW WW TO LOCATE,, PRESERVE AND PROTECT UNDERGROUND UTUTIES. GALL 48vH•QUFSS 30 0 1f 30 30 BEFORE YOU DIG I MEN 101 SEE MEN 811 Seale in Feet Sale: V= 34' NAVD 88 ��� �� _� .���p��� ,. �0�, REG SgE �� ��' s'slONAL 'N 1�� _ , y 1 ±" REVI5IGN5 BY DATE � IA �!J N.L.�15Gn & ASsociates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 SITE PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR. Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 g SCALE: 1--30 DATE: Marc1� 20, 2018 NO. 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KEY MAP ----~- w GALL 48 HOURS S p j I F �j 1 F I R I � J-_. w ,WYv — SCALE 1"=1000' REFORE YOU DIG a 811 30 0 30 30 Scale in Feet REVISIONS BY DATE N0. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1►1 �_� N.L.Olson & Associates, Inc. DRAWN JAT 3118 Engineering, Planning and SurveyingCHECKED NLOII 3/18 APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 SITE PLAN 2, NORTH POND & PARD WERNER ROAD 9RESIDENTIAL DEVELOPMENT F� Al. r Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Stealing Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: 1 "=30' D A TE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 03.02 a f 1 � 1 1 1 S p j I F �j 1 F I R I � J-_. w ,WYv — SCALE 1"=1000' REFORE YOU DIG a 811 30 0 30 30 Scale in Feet REVISIONS BY DATE N0. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1►1 �_� N.L.Olson & Associates, Inc. DRAWN JAT 3118 Engineering, Planning and SurveyingCHECKED NLOII 3/18 APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 SITE PLAN 2, NORTH POND & PARD WERNER ROAD 9RESIDENTIAL DEVELOPMENT F� Al. r Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 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Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.D. Box 637, Part Orchard, WA 98366 NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWN JAT 3118 CHECKED NLOII 3118 APPROVED ACCEPTED a.-- Q I a! v w w w W W W 50' 50' 0 1 z r l 00 196 ' i95 _ 10A SITE PLAN 3, UPPER ROAD B NORTH & ROAD A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: 11 r THIS SHEET MMlllllllll H�MimmW HN E� MINN.' I s� I� � � ........e! IIIIIIJ KEY MAP SCALE 1"=1000' DATUM Scale: 1"= 30' MAIM 00 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT iS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. 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Harbor Custom Homes, LLC DRAWN JAT 3/18 WERNER ROAD Ath1: Sterling Griffin DRAWING NUMBER: Engineering, Planning and Surveying 3 V RESIDENTIAL DEVELOPMENT 11515 Burnham Drive NW 10233 CHECKED NLOII 318 RE�rsT� � � APPROVED (360} 876-2284 3'&IONAL ���� � Gig Harbor, WA 9$332 Portion of the Southeast Quarter of g ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. SHEET 03.08 I 10 PATH 1.87L 2",r MPACTED DEPTH, HMA Y2" (PG 58-22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 10' ASPHALT PATH 2" COMPACTED DEPTH,–/ HMA Y" (PG 58-22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE LAN THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 NO. I DATE I BY I DESCRIPTION TILTED EDGE REVISIONS 30' Ij z 0 12.5 LANE ,r 2%- 2" COMPACTED DEPTH, HMA Y" (PG 58-22) 60' ROW ROWS 12.5 LANE 1'5' TETED 10' ASPHALT PATH EDGE a2% "---2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE R� ROAD SECTON (ENTRANCE} SCALE 1"=5' 1.5' TILTED EDGE 11 LANE ?7. L,, 2" COMPACTED DEPTH, HMA N' (PG 58-22) 60' ROW Row � 301 1.5' TILTED EDGE 11 LANE 8' PARKING .5 27. 2u COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rk3-- ROAD SECTON (PARKING RIGHT} SCALE 1"=5' 9' LANDSCAPE R� 2" COMPACTED DEPTH,–J HMA Y" (PG 58--22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 30' 1.5' TILTED 10' ASPHALT PATH 1.8%k, 2" COMPACTED DEPTH, HMA Y2" (PG 58--22) 2" COMPACTED DEPTH, CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE 60' RDW ROW 30' 1.5' TILTED EDGE- 11 DGE-11 LANE 11 LANE 8' Ld PARKING z .5 0 271 Z: Z z: 1: 1 !:;!Z::Z:: 7 7 2" COMPACTED DEPTH, 2" COMPACTED DEPTH, HMA Y2" (PG 58-22) CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rg_2_s _ ROAD SECTON (PARKING RIGHT} SCALE 1 "=5' 30' 60' ROW Row 1.5' TILTED EDGE 1.5' TILTED EDGE E —11 LANE 11 LANE 5 z 2% 29 a 2" COMPACTED DEPTH, 2" COMPACTED DEPTH, HMA Y" (PG 58-22) CRUSHED SURFACING TOP COURSE 6" COMPACTED DEPTH GRAVEL BASE rg_4- ROAD SECTON (NO PARKING} SCALE 1"=5' AN2% U LrUIVIrMUILu ULr IF] URMVCL DA311 GRAVEL BASE R5 . ROAD SECTON (GATED ENTRANCE} — – SCALE I"=5' ROAD SECTIONS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range l East, W.M., in Kitsap County, Washington. 1: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 5 0 5 10 Scale in Feet SCALE: 1"=5' DATE: AP616, 2018 DRAWING NUMBER: 10233 SHEET 03.14 BY DATE i N.L.OISon & Associates Inc. I Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 DESIGNED RPJ 318 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED U LrUIVIrMUILu ULr IF] URMVCL DA311 GRAVEL BASE R5 . ROAD SECTON (GATED ENTRANCE} — – SCALE I"=5' ROAD SECTIONS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range l East, W.M., in Kitsap County, Washington. 1: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 5 0 5 10 Scale in Feet SCALE: 1"=5' DATE: AP616, 2018 DRAWING NUMBER: 10233 SHEET 03.14 N U N O r-1 d E m N O Q. 0 Q v n cca W 7 W W Ln 5, OVI STA: 0+35.00 PVI ELEV: 490.67 / K• 312• 51 CD CN C) r14 LVC: 25..0. �. 4 DATUM Scale: V= 60' NAVD 88 L Lq rn N M d- + It + C) a W W L) 7 f!1 � . . . . . . Ct7 m W W . . . . . . . . . . . . PVI STA: 1.2+96.42 A 05 PVI ELEV-. • 482.26 PROPOSED GRADE K: 13.035 L 0: 30. O .'� . co � � +N N7 } d ee�� W (J7 i • CI7 7 - - - - - - - - - - - - - U m U . . . - . -� :. � . - m . w PVI STA: 15+28.55 - BEGIN ROAD A PVI ELEV. 462.88 ROAD A STA. 0+90.00 K: 5.51 ROAD B STA. 70+32.71 VC: 35.0 . EL=489.9$ . . . . . . . . . . . . . . . . rn �- U') to Qn Q UC + + vi w M j - m w m a Qf INTERSECTION • . _ - .. . , - - - . - - ROAD A STA. 15+81.55 . ROAD B STA. 86+74.86 EL=461.82 (DO n N nT� _n r.0 N n as to 00 N �t n L0r s a 00 n r+7 co M p � 03 to 1 i 7 �C r N r C7 O 00 61 N'] OD PI) Lal CN '7 N C� -7 T� .-- - q cG_ CD [D N ai rr7 n T� a7 f� O T-- 00 ai Q � ai 00 o CV M cfl 00 C) ai � � 00 r•] K) � L0 Op Q r'7 d N , 7 N r"-) N Cs 00 o 00 a 00 05 00 0+0 � � to 4- � � L0 DC7 tf S DC7 LO `n kr] Lc7 i[)�7 u ] In u7 �t Lr) d' LO � -Zf' 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 ROAD A (STA. 0+00 TO STA. 17+pp} SCALE HORIZ: 1"=60' VER T.=1 "=12' 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 (DO n N nT� _n r.0 N n as to 00 N �t n L0r s a 00 n r+7 co M p � 03 to 1 i 7 �C r N r C7 O 00 61 N'] OD PI) Lal CN '7 N C� -7 T� .-- - q cG_ CD [D N ai rr7 n T� a7 f� O T-- 00 ai Q � ai 00 o CV M cfl 00 C) ai � � 00 r•] K) � L0 Op Q r'7 d N , 7 N r"-) N Cs 00 o 00 a 00 05 00 0+0 � � to 4- � � L0 DC7 tf S DC7 LO `n kr] Lc7 i[)�7 u ] In u7 �t Lr) d' LO � -Zf' 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 ROAD A (STA. 0+00 TO STA. 17+pp} SCALE HORIZ: 1"=60' VER T.=1 "=12' 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 60 0 60 120 Scale in Feet NO. I DATE I BY I DESCRIPTION ZTE41114If= THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS BY DATE $' F nsH�N {t� SCALE: i "�0' ° �� -- °��� ROAD A PROFILE FOR - Harbor Custom Homes LLC DESIGNED RPJ 3�1$ , N.L.01son & Associates Inc. ? DATE: April 6, 2018 WERNER ROAD DRAWING NUMBER: DRAWN JAT 3/18 Engineering, Planning and Surveying �7s o �. RESIDENTIAL DEVELOPMENT 1515 Burnham Drive NW CHECKED NLO;I 3�1$ �X, EGIST RE �� 1033 APPROVED (360} 876-2284 �[pNAL EU Portion of the Southeast Quarter of Gig Harbor, VLA 98332 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. SHEET c3.20 25+00 NO. I DATE I BY I DESCRIPTION 26+00 27+00 NOTE 28+00 THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. GALL 48 HOURS BEFORE YOU DIG 811 REVISIONS 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 42+50 BY DATE Ak DESIGNED RPJ 3/18 N.L.01son & AssociatesInc. DRAWN JAT 3/18 ` , , CHECKED NLOII 318 Engineering, Planning and Surveying APPROVED (360) 876-2284 ACCEPTED 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 ROAD B (STA. 25+00 TO STA. 42+50 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD A PROFILES 1(STA. 25+00 TO STA. 42+50) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. QiA Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 Scale: V= Go' NAVD 88 100 0 too 200 Scale in Feet SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET 03.21 42+50 43+00 NO. I DATE I BY I DESCRIPTION 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 ROAD B (STA. 42+50 TO STA. 57+0 SCALE HORIZ: 1"=60' VERT.=1"=12' 510-4- . . . . . . .. . . . . .. . . . 4 52+00 53+00 54+00 55+00 56+00 C) C1 r -i 00 57+00 PVI STA: 69+87.46 PVI 'ELEV: 4:90.73 . . . .. . . . . .. . . . . ... . . . . .. . . K: 33.16 LVC: 200, 00 . . .. . . . . .. . . . . . . .. . . . . . . . . . . . .. . . . . . .. . . .. . . . . . . ... . . . . .. . . . . .. .. . . . . . . . . . a CD o C) -d- CM M LO Ln W) V) r__ t- r- CD C> (7) CD CD C) C C7 [, � C! O 0! 07 c7 O] tq Iq _77 n n C� " � URr- Cd CQ177 O rJ C� O C� r_0 to CD CD r__ r- C14 C14 co to -Zt- 14- r— cc E0 Cq C14 OD 00 r) KI M 00 �t Ln Lr) 00 DD CIO 00 00 00 15 co 00 r_0 Co qq- 'Cr �4_ L Ln Ln U_') L0 cc 00 aD OD a) oD cc cc co 00 U-1 0C 't- 57+00 58+00 59+00 60+00 REVISIONS DESIGNED DRAWN CHECKED APPROVED ACCEPTED 14116111 62+00 63+00 BY DATE RAJ 4/18 JAT 4/18 N.L.01son & Associates, Inc. NLOII 4/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 64+00 q� 65+00 66+00 67+00 68+00 69+00 70+00 ROAD B (STA. 57+00 TO STA. 74+0 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD B PROFILES 2 (STA. 42+50 TO STA. 74+00) FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 71+00 72+00 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 73+00 74+00 SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET C3.22 CO co niun rj. aim- Yu-roj.,f/_ to - - - - - - - - - - r. HIGH PT. ELEV:, 490.14 - - - - - - - - - . . . . . . . . . . 00 + 00, --d- 00 + M 00 CO W CD r-- LLI M <V) LU . ... . . . . . . . . . .. . . . . .. . . . . . . . . . .. . . . ... . . . . .. . . . . . . . . . . .. . . . . .. . M C) 5? A, LU -0,66% .. . . . . . . . . . . .. . .00 PVI STA: 61+20.37 PVI. ELEV: 444.20 BEGIN ROAD A 19.52 ROAD. A. STA, 0+00.,40 .. LVC: 3bo'.o6 . . . . . . . . . .. . . . . . . . . . . . . . . . ROAD B. STA. 70+32,71 r- C> LDW PT. STA: 61+65.60 r- Ln EL=489.-98 C) M LOW PT ELEV: 449'.44 C) M C14 ...J. . . . . . . U. . . . . . . . . . . . . . M M LLJ . . .. . . . . .. . . . . . . .. . . . . . . . . . . . .. . . . . . .. . . .. . . . . . . ... . . . . .. . . . . .. .. . . . . . . . . . a CD o C) -d- CM M LO Ln W) V) r__ t- r- CD C> (7) CD CD C) C C7 [, � C! O 0! 07 c7 O] tq Iq _77 n n C� " � URr- Cd CQ177 O rJ C� O C� r_0 to CD CD r__ r- C14 C14 co to -Zt- 14- r— cc E0 Cq C14 OD 00 r) KI M 00 �t Ln Lr) 00 DD CIO 00 00 00 15 co 00 r_0 Co qq- 'Cr �4_ L Ln Ln U_') L0 cc 00 aD OD a) oD cc cc co 00 U-1 0C 't- 57+00 58+00 59+00 60+00 REVISIONS DESIGNED DRAWN CHECKED APPROVED ACCEPTED 14116111 62+00 63+00 BY DATE RAJ 4/18 JAT 4/18 N.L.01son & Associates, Inc. NLOII 4/18 Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 64+00 q� 65+00 66+00 67+00 68+00 69+00 70+00 ROAD B (STA. 57+00 TO STA. 74+0 SCALE HORIZ: 1"=60' VERT.=1"=12' ROAD B PROFILES 2 (STA. 42+50 TO STA. 74+00) FOR: WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 71+00 72+00 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 73+00 74+00 SCALE: 111=60' DATE: April 6, 2018 DRAWING NUMBER: 10233 SHEET C3.22 51 REVISIONS . . . . . . . . . DATE A T L!� N.L.Olson & Ass�claes, Inc. Engineering, Planning and Surveying (364} 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 PVI, STA:' 79+04.57 . n n ROAD B PIROFILES 3 (STA. 74+04 TO STA. 90+p0) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of SOetlon 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. - . . . . . . . . N0. DATE 8Y DESCRIPTION DESIGNED . . . . 4/18 DRAWING NUMBER: . . . . . . . . . . . JAT 418 1033 CHECKED PVI ELEV: 484.63 4'18 1 APPROVED ACCEPTED SHEET 03.23 K: •22.46 PVI STA: 81 +44.65 L C: 30. 0 PVI ELEV: 479.83 K: 8.-16 PVI STA: 89+03.69 50 . . ; .^: ; . . . . . . . . LVC: -50,00 " _ . . . . . PVI • ELEV: 477.00 00. 7 00 K:•3.72 0� �� L0 pr) � o LV 2040 nom. nU a'00 + -d- UD r- + - rncorno co N to [V 49 . . . ,. . . . - . . . . . . . . . . .LLJ . ,. . °°L;j a0,�j• . . . ,. . . . . . . . -0.663 M cr; PVI. STA: $7+24.86 U � °0 ``' - - PVI ELEV: 463,82 0 ,;,;M �; W O � c� -2.00% m ``' K: 8.90 m' ; w o �� �-� �� PVI STA: 84+68.06 L C: 30. C . m w ¢ a 48 . . -_ _�.:. . . . . . . . . .-- : --�o• 'PVI ELEV: • 453:5a 'CO o C-4 . K: i 7.32 � M � LVC: 210.04 M ro Q UD � to. �8 CD 00 LOW PT. STA: 85+03.80 LOW PT ELEV: 456:36 � n n n ca �+ co U; 47 : r�ri c�'.i - rte.��¢ m w . . � co n ,r Ln `r ¢ m w °O co LI] ¢ INTE7erdN m j w 4.OQ% �_ ROAD B STA. 9+80.02 46 - - • - . . . .. . . . .. . . . . . . . .. . . . .. - - - - --- • • - --- - - - - - . . .. . . . .. . . . . . . . . . . . . . . : r:a �� ``' . . . . ROAD 8 END STA. 89+53.69 INTERSECTION ��� EL=478.44 -�1 ROAD A STA. 15+81.55 ROAD B STA. 86+74.86 EL=461.82 450:-- C) a CD d co OO CD 00 to o Ln Ca CD Q p 4 -W 00 OO � u7 to In M C� a) p O3 N C9 rr7 Ll7 PO Uf r7 Qb r7 Co co ai 00 0] 00 00 00 OR 00 C) 00 0] N N d o0 00 4n Ln 00 0o 00 00 T10 00 N] 00 p 00 C7 00 rr] co N7 00 `:� oo -4- 00 N 00 N 00 CD 00 Q 00 n n f-- n F-- ---d- n co cn co co I- u� n to ri Lr)V) N] co 00 C7 r'7 rte] QO f� OQ n 17 17 �t Lo cn cQ W �n rn co co 74+00 75+00 76+44 77+00 78+00 79+00 80+00 81+40 82+04 83+00 84+00 85+40 86+40 87+00 88+00 89+00 90+00 ROAD B (STA. 74+00 TO STA. 90+40 SCALE HORIZ: 1"=60' VERT. =1 "=12' REVISIONS BY DATE A T L!� N.L.Olson & Ass�claes, Inc. Engineering, Planning and Surveying (364} 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 4' �� F "RS���c LcS� �� y ��� �� o �E37 ftEv �4� A�Ss�otva ����� �� �l� n n ROAD B PIROFILES 3 (STA. 74+04 TO STA. 90+p0) WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of SOetlon 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Hames LLC Attn: SterlingGriffin a 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: 1"=60' DATE: April 6, 2018 N0. DATE 8Y DESCRIPTION DESIGNED RPJ 4/18 DRAWING NUMBER: DRAWN JAT 418 1033 CHECKED NLDII 4'18 1 APPROVED ACCEPTED SHEET 03.23 'Soo 46 o LO WEST POND _ _ - ATUM 11.01 530 53 _ - — - - — I i u= e N"D X52 -:� : , �ss 1 •:ei �•, ,'�'�,,� 55d'-`-��' s 5�0 TRACT 550 56 1 CT C 550 1 2! 3+ 4+ 1 1 �I a T h`'I V T I T + r _ 1 I 1 5 6 7 8 9 1 ] 1 I 12+I E3 I 14II !I Ir 1I I 1 1I I1 1 1 1 1 118 19 20 21 23 24 26 27 28 f 30f 31 32 f 33! 34 351 3b !I �' +1 38 I 39 43 1 44h"1 ' 451! 46 7 1 iry f5QI I I I I ' *� S lI 52 53 I q� 1 55 I 5 57 1 1 I 1. - - 63 —4 1 1 1 + l 1 1 1 1f f ! 1 I 1 5g 11 60 I 62 1 500 0 p o Q /~ a a � R AD B - o PARK ! 6 I AL3 1 322 I�n,il I 1 119 I 1 117 �25 I 1 I 10' PATH P} ' I I I I I f I I I I r --- 120 goo 116 l 114 1 1 1 I 1 '� 1 1 I 1 I I ! 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III 450 1 1 33 1 1 I 134 1 1 1 1 ! I I I r I I 1 1 1 135 136 l 7 138 9 4 1 142 t43 44 145 i4 l4T 148 149 150 1 1 I r' 153 510 20 5i 5 450- Q0 I I I r r 1 15 1 1�, ! + ! 1 ! 1 1 + I 152 I ! X54 + ! Sao pg 1 490 ! ! WET B Trd '� '�S P � I 49 7 ' ' I 1 221 I 2� I 223 I 224 i 22S 22b + 2 228 ! 229 I 230 I 23 i I ' 22 1 233 234 f �n 1 23 I 23 ��'�� 1 I 22Q I 1 L L Q ! ar tet. f 298 I 297 1 z9� + 295 r 294 I .1 1 •�9 G c75 z ! 1 2 + 290 f 289 f 1 1 1 1 283 287 2 280 f 278 1 2 + I 1 1 PARK�� ys288 ! 287 I 285 8 27b I 275 73 1 272 2749 � � T � �:� .r� p s 1 �-• � � 274 ? -�- [� 45() t5 'r' � �c3 1 I 1 1 270 ` ae f � f - y 4 �� 45Q ` `� — l �� I I 1 251 250 1 249 I 48 42 7 1 246 I ! 244 ! 3� I 21}2 24l ! 1 ! SEWER LIFT 'T- - s � - - `n _ I �tp I I I �p 1 1 ! 12 1 239 1238 I STATION255 S i.;rJ y i 1 256 1 475 46( TRACT :.�. 12 I 0 - 437N,S� 266 ! ! I 1 1 I 1 257 47 465 45 2fi5 264 2.61 26(1 259 258 ! "�4 45 4255 s f 1 ! 1 1 1 1 1 1 X65 445 SOUTH PO ~A�t �s �' 450 --- —L - 440 � 437— 445 445 1 _ 45-44 v: _ 5 —� 440 I a2S 425 �� —�435 I 40042ll 430 -._ - TRACT H ¢ s 415 4� Y --J - a 400 - - 404-- AREA OF NATIVE VEGETATION 400- 40 _ ❑ 400�� 1-375 - AREA OF NATIVE VEGETATION � a - - _ --y I � NOTE -- THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES - ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. ll AI I Ids HOU Rs BEFORE YOU DIG 8� 1 � E REVISIONS BY DATE -W Sf1`� ���� FOR: OVERALL STORM & GRADING PLAN NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1►1 L Olson &Associates, Inc. `z, N r -- y� DRAWN JAT 3/18 Engineering, Planning and Surveying , � WERNER ROAD RESIDENTIAL DEVELOPMENT CHECKED NLOII 318 (360) 876-2284 APPROVED �ONAL Portion of the Southeast Quarter of ACCEPTED 2453 Bethel Avenue, P.O. Box 637. Port Orchard, WA 98366 ��,1 Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 1TRACT K (ETJT1]ItE INSLISTRIAL) Harbor Custom Homes, LLC Atte: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 - - -. 200 Scale in Feet SCALE: 1 "-t00, DATE: Aril b, 201$ DRAWING NUMBER: 10233 SHEET 04.00 M ~ M M Q _ Q SS � ISS SS REVISIONS NO. I DATE I BY I DESCRIPTION NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 C 04.09 THIS SHEET VVV A4 A n QUAL. i =IUUU le: 1 Do= 30' Scale in Feet BY DATE 1 i i �;, N.L.Glson & Associates, Inc, Engineering, Planning and Surveying (360) $76-22$4 2453 Bethel Avenue, P.O. Box 537, Port Orchard, WA 983sfi ' "� Or R S'y <k' �° 1. . °� �� " �.� �. o R 9F ❑ w fi�,ssf sT�R nrnU � �!� I STORM & GRADING 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in K.itsap County, Washington. FOR: Harbor Custom Homes, LLC Atte: Sterling griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: 1"=30' DATE: March 2d, 20 5 DESIGNED RPJ 3/18 DRAWING NUMBER:- - 10233 DRAwN JAT 3/1$ CHECKED NLOlI 3/1$ APPROVED ACCEPTED ISHEET C4.01 71 O LO MC] --M - Mffi��--- - + 1 ,,.1 T1lIlC1 11 01 55 � 5g -- - I ;a FUTURE INDUST L 1 ? `� 1 f i I SS �� gs � I17 55 55 s5 � S5 s 1 +�� . ' 4 TYPE 1 CB 5 _ NORTH STO POND /-j 1 - TYPE 1 CB r +� I � � I TYPE 2 CB � R4 •` � ; M l ,l f � C3.10 3 � ~' ,I B ; 192+ V 1 r 1 1 1 190 8 O 1 l 4 y t + i N l l z i t + I 1 0 o� 1 r� t 1 1 4 i f TYPE r1 CB l TRACT E TYPE 1 CB � '� ' � TYPE 2 c8 + , OVERFLOW4,5 445 1 t 4 !i 2361237 .'s� p TYPE 2 CB. ,r . y TYPE 2 CB g I i LLQ] •. LO �S TYPE 2 CB �. Ss s --.s� — 5� -- 420 -S5 S55--�-gj. Ss iiia r f TYPE 2 C8 --- --� �. TYPE 2 C8ss� Ss CONTROL STRUCTURE l - - " TYPE 1 CB TYPE 2 CB - - -- - - SS M -- �� TYPE 1 CB n�-�^�� �� �� �� _ �� - - - -~-� �' i �r~� �■ SS s. TYPE 2 CB w C5- _ �-� -M= - . M - --M hl . M . .� — `�y - on on m m �a4� an r°� �cn: �on °`nn _ �eA'� an — w s — _ S W 4y_ T4 TAKE ROOF RUNOFF FROM LOTS 220-237 `M - ��- °°� - - - - s ----- TO NORTH EAST STORM POND, EXACT NUMBER O -M - -hA - -M - -IV - -M - �M -M : -M :~ M �M� - -� �"� �M�� '- =�� �; �, �;-° - — ��= �- -�� M� �� =s, W -Q TYPE 1 CB --M - -nn -M - -M - -MM - �-�- „�,�,,, � - �-- TYPE 1 CB -y LOTS TO BE DETERMINED AT FINAL DESIGN � M � �� � �M � _M 1 M i 55 SS 5S 55 ss Ss TYPE 1 CB F T I I r j l STORM CONVEYANCE TO I 1 I EXTEND TO EXISTING DRAINAGE i g i COURSE N600 LE DOWN � WERNER RD (TO THE EAST) i f� 241 24 239 238 i I I sa + f r 460 455' TYPE 1 CB ❑n T'uM g � 1 450 04.09 l + Scale: 1 "= 30' X445 / ` NAVD $$ x' 1 f C4.05 T7M 04.04 04.03 04.01 4�s TYPE 2 CS CONTROL STRUCTURE NOTE C 06 C4.� rC4.0s Ca.os r NOR THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES 1 I ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 445 TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THIS SHEET j 445 . , f DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE 1 -- ; TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. Iy MAP 1 --�- ��� --- CALL 48 HOURS p_ I BEFORE YOU DIG SCALE 11000ff _ 811 I f 30 0 30 30 Scale in Feet REVISIONS BY DATE � �� °? ar nc�T SCALE: 1"=300 � �° �� :1 � � STORM & GRADING � NORTH POND &PARK FOR: NO, DATE BY DESCRIPTION DESIGNED RPJ 318 1�1 L Olson � Associates Inc. , Harbor Custom Homes, LLQ DATE: March 20, 2018 DRAWN JAT 3 18 Li� lv ' WERNER ROAD Attn: Sterling Griffn DRAWING NUMBER: � Engineering, Planning and Surveying RESIDENTIAL DEVELOPMENT CHECKED NLOII 3118 has RE 79R�9 �wk� 11515 Burnham Drive NW (360) 876-2284 �S.s, N,a� r,� ` �; Gig Harbor WA 9$332 10233 APPROVED Portion of the Southeast Quarter of g 2453 Bethel Avenue, P.O. Bax 637, Part Orchard, WA 98366 ;� f�3 ACCEPTED Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. SHEET c4.02 � � 1 � � r �7Ti I , ENEEN7 m I I 1 2 43 44 45 + �ry 1 ' ' 1 1 �' 1 1 I 46 47 48 4 I 1 1 1 ! ! + 50 51 52 53 4 , r i I 1 i r , + + I 55 56 57 5$ I I + I 9 60 I I + r - --- -- M M M M M h1 M M M M M M M ------- ---- _-- - -- -- "t O M M M —M M C) ROAD o ti, v 4 ----- - -- --- —� —— — I— 0 a - SS ...Q :. 5 5S SS SS � ss ss ss sS I S Ss J5 SS — 5� �— �� p M ~ y M M- r] �z'S SS ss � 5S �---- — Q p M M M - - - - SS �110 5 SS Ss SS SS —ss�ss S � Q TYPE i CB - _ — -� SS ss - ss ss S~ �s o TYPE 1 CB ss s STORM SYSTEM TO NORTH STORM POND TYPE i CB I r I r KEY MAP SCALE 1"=1000' DATE]M Scale: 1"= 30' KI A►ll'7 120 NOTE iO 87 86 85 4 �� U, I + THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES 0 0 o O I t' 81 + !' I I 1 + I I ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY UV 78 Y_�J�/ p I ! f TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO I I 1 I � I 1 't 1) 76 75 �J�, I ! f r COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR I r I 1 I 1 73 �] i ! DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE 12 on . 71 TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. 69 68 CALL 48 HOURS + r + r BEFORE YOU DIG 811 I 1 I I + 1667 168 169 170 171 172 173 X74 1 I 1 1 ry I 1+ r 175 176 177 + ' 17$ 179 1 ' + I 183 � 182 184 185 186 ! I I r I I I ! r ! ' R3 ! ! 03.10 ------- -- --- M---- -- --- --- --�� 4 N M M M M M M M M ------=---------- -- _ _ -� C 0 �,,�, py M M- z, M M M . hM1 - - -- �M �`� M ' - - -- 0 by _ r- +- - - _ SS S SS SS SS S s5 Ss SS 5S — "�� — � M ~` M-� M ^ - SS �'5 SS 55 S5 55 .--�� 55 M. M ` - - -- - - - - - - - Ss ^ ss—ss � S � — — O M �� M SS SS 55 SS A TYPE 1 C13-1SS Ss � Ss SS to -I-- _ I 55 ss ss TYPE 1 CB -- SS Ss C STORM SYSTEM TO NORTH STORM POND ~~ �- --LYF E 1 CB I I 1 I I ! i I ! LO I ! I I I I { 1 } 210 209208 207 ;'206 205 2 203 02 201 Zip 199 19$ 197I , I 196 , 195 10A REVISIONS BY DATE . N.L.Glson & Associates Inc. Engineering, Planning and Surveying (SBO) 876-2284 2453 Bethel Avenue, P.O. Box 637, Part Orchard, WA 98366 NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWN JAT 1 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED STORM & GRADING 3, UPPER ROAD B NORTH & ROAD A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. W!1 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1 "=30' QATE: March 20, 241$ DRAWING NUMBER: 10233 SHEET 04.03 Emma r a� � 56LJ 550 I r r 1 I + 1 I I r f I � �■ I I I r /7\ I I 1 I I 1 �s sss I ! 1 I I f , r I I ,� + f I r I I I I f f 21 ; 22 1 23 ; 24 25 26 ; 27 ' 28 1 29 1 30 I , , 31 32 33 34 35 36 7 38 39 40 1 + 1 + I f ! 1 + I I , + cR2 l TYPE 1 CB - --- ----- - ---- - -- - -- - - ----------~-- w w w w w w w ` W - - - -W - - - W' Yr w - _ w _ _ _ . _ - _ _ w - - - - W - - - - - - - w M nn nn M M M M rn M M M nn nn W— w _ �o 0 0 i a 0 0 o a Q a I— `—� --- I— _ _ _ _ _ 55 SS Pia^ SS 55 55 SS 55 SS SS 55 55 ¢ 55 55�� S5 SS -S5 55 SS SSa�4-� 5 SS 55 SS SS SS SS SS SSS SS SS 55 --to SSS S5 55 �Un C SS - - - - - - =7 ` TYPE 1 C8 EETYPE 1 C8EEEETH TYPE 1 CB 1 '--STORM SYSTEM TO WEST STORM POND I I I + , r r r r r r I 5j0-__ 104 103 10 101 100 99 98 97� + � I I I r r I I r 1_ J r / �ti5 ♦ REVISIONS BY DATE NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 .A N.L.Oison & Associates Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLDII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 160 93 161 92 1 91 a a� M S t .57 l - - ❑ `-= a- SSS 55 SS SS SS 5S S5 ♦ S TYPE I CB, 5r TYPE 1 CB , 25 -7T W I r r r I f zx J_ TYPE 1 CB I I I I f 1 I IC I I I r r Ln 216 215 21 213 1 212 1 211 1 21C STORM SYSTEM TO SOUTH STORM POND THIS SHEET KEY MAP SCALE 1"=1000' 1u1t 11111iu0 Illll_ neer..... .;1.7 EI1� I DA'1'LJ M Scale: 1"= 30' NAVD RR NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 nflsSTORM &GRADING 4, UPPER READ B MID & READ A FOR: P �' - Harbor Custom Homes, LLC WERNER ROAD Attn: Sterling Griffin 4 RESIDENTIAL DEVELOPMENT 11515 Burnham Drive NW Portion of the Southeast Quarter of Gig Harbor, WA 98332 Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 201'8 DRAWING NUMBER: 10233 SHEET 04.04 i s 131 F , � � --- 126 --- �-��� ---' ----�--_�-- - °� 132 - 127 s � n � 1 �, y .`�� 1 1 I I 1 I r ! + 45 , o 133 134 I 1 I r r I I ! + I I - ` 135 13b�. - 1 �.• TRACT F N I + 1 7 138 -,3 94� ;5 142 143 44 145 14b s TYPE 1 CB —450 �. \ 1 .-:7 doC3.1 0 �� on �L(I �[YI na--1� ' `°1 — °° — x ae —-r — ,., -- .—— ——`. _ _ `_ +x� ^rt ern 'erg . en . en en -' -- • _ W— — — — .— — — ` ` — _ —.y� _ ��. — _ _ _ _— ` ? R .� yp 7— _ —fin—an -- SS�--SS sr S SS a ~ W W -'--------�-- --------------- - --•�'.�w�-. _ +�- - 55 C W---■—..�yrr s...... 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TYPE 2 CB CONTROL STRUCTURE SOUTH STORM POND 1 Scale: 1"= - 34 �--�� � � NAVD $$ \ TYPE 2 CB TYPE 2 CB `� # OVERFLOW -7�a THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL. BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES, CALL 48 HOURS BEFORE YOU DIG 811 NOTE REVISIONS NO. f DATE I BY I DESCRIPTION KEY MAP at,nL-L- i - i uvu BY DATE T DESIGNED RPJ 3/18 L � i N.L.Olson & Associates, Inc. DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 (360) 876-2284 APPROVED ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 STORM & GRADING b, LOWER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. POND OUTLET TO FLOW DISPERSION PIPES ` (TO BE DESIGNED AT FINAL) ` 30 0 30 30 Scale in Feet FOR. SCALE: 1"=30' Harbor Custom Homes, LLC DATE: March 20, 2018 Attn: Sterling Griffin DRAWING NUMBER: 11515 Burnham Drive NW 1233 Gig Harbor, WA 98332 SHEET 04.06 4 ds n —"— •— do� -SSr t 4 SSFM 55F-5 7F M ssFM- TYPE 1 CB SSFM 55FM SSFM -55FM 55FM I f I I f I I I r I ! I I I 28U — 79-_ _ 278 27 27677 275 I I i I �a I —rte r s 1 I TYPE 2 CB -CONTROL STRUCTURE "I� STYPE 2 CB TYPE 1 CB. EMIT 55 17717 TYPE 1 C8 c2�� C4.os. CCU "r-401 C4.03 Ca.n� _ c4.o� C4.08 C4.02 _ LO �— ' 041TYPE 1 CB THIS SHEET 14 I 216 215 21 213 212 211 210 KEY MAP / STORM SYSTEM TO SOUTH STORM POND I r 1 r I I I I SCALE 1"=1000' � � z TAPE 1 CB� j T+ .vim - j so . � ac-- l� I ' II + ' r TRAIL _. to r 1 217 f � r r! TYPE �1 CB -- — I _ I TRAUT B 21 --,► w ■�—,� r4� ter_— �r ��r ,. Y �` r �* �r — �X f I)A Y 11M TYPE 1 CB r. • �` Y Q) - � � _ � � L � � � � Scale; � 30 � � I V' i I NAVD 88 ¢y TYPE 1 CB - ��ro�F�'� �---....._...�.. ,.._�, I STORM SYSTEM TO SOUTH STORM POND NOTE I r r TYPE 1 CB , :� \ _� THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES � —� PARK ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 274 ��� -� a_�-- f �� TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO 272 _ COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR 271�g° I ' + =�+ DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE _ — — — — v TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. f �1 M — —M —M — —M —M — —M — ---M — M M —M — —M GALL 48 HOURS 270 � .� °'� ;�` �=:����� W� �=-_� � ��-- �-�� �-` .� � �-_ -�- __ � �. - o — �..� BEFORE YOU DIG PO 811r I I i i TYPE 1 C8n TYPE 1 CB n n ROAD TYPE 1 C8=- �..I I r STORM SYSTEM TO NORTH STORM POND I r r 267 I 266 265 264 62 261 260 i I I � r I � REVISIONS BY DATE NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 i NN,L.GIson & Associates Inc. L � � DRAWN JAT 3/18 Engineering, Planning and Surveying CHECKED NLOII 3/18 APPROVED j 1 1 (360) 875-2284 ACCEPTED 2453 Bethel Avenue, P.O. Box 637, Port orchard, WA 98366 j� -- _J— --�I A�'- J_ AIC. STORM & GRADING 7, LOWER ROAD B MID WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. 7 FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.07 TYPE 1 CBJ ! I I r LO CIL vn + I 1 I :10 209 208 r r r ! �-TYPE 1 C8 ! I r f + f + 205 20 203 02 20 I + + I I ! I , r + + + + I 5r� SS � SS � SC SS STORM SYSTEM TO NORTH STORM POND r I 1 200 I-- 198 197 ! I � I I i SS �� SS . SM7 55 SS SS 55 TYPE 1 CB - - - - - - - - r � f f + 196 ; 195 ' 9 1 4 r - 1 _ I r I 1 50 I I I I f 1 1 490 ' I ! 1 f 1 222 223 224 225 226 22 + 1 ! 221 1 , I I 228 229 230 231 2 233 220 + r r + + + I I I C3.10 I I I — J /L 0)., M;; S �� � Nr oo�jTYPE 1 CB _ "1t0*5 B -- — —--------- — — — ------TYPE i � - 55 55 55 55 55 14CB � ��� 55 5 - ry 55- - - -• � - - - - - - - - - -- - - - - - - -- - -5 _, S 55 SS SS �� 1 ., / / /� 00 J� �'� TYPE 1 CB + S5 •� 55 SS TYPE 1 CB I STORM SYSTEM TO NORTH STORM POND / ! an w- bn_ —an = — f f _ moi' _ = M�—M�-��= — = � � ter'=� ❑ � �� + + I _ I + i I ��i 252 251 250 -�� �_��_�_ —_ — -- 249 _ 248 247 246 244 3 �- r r• �f' TYPE 1 CB + ! , 47r r I + r 255 I + + + 1 r + 475 234 2 236 DATUM Sale: 1"= 30' " -- NAVA 88 w _, iM— SS 55 NOTE TYPE 1 CB THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES II! T ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 1 , TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR + DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE L TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS + + 1 BEFORE YOU DIG all 242 241 24 r + ! a I + , + I i 1 256 - - ----- — 470 1 + 257 I I 465 260 259 25 8 TRACT F 1 NO. I DATE I BY I DESCRIPTION C C4,09 EP O 3791� O RkcISTE E° �QhAL G% 0 `-� SS SS #-� SS SS I� DATE `�� N.L.01sUn &Associates, Inc, Engineering, Planning and Surveying (360) 876-2284 2.453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN S, LOWER READ B NORTH RNER ROAD RESIDENTIAL DEVELOPMENT Portion Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. 55 - - - - RPJ 3�i$ 04.05 04.04 04.03 04.01 DRAWN JAT 311$ 04.06 04,07 04.08: 04.02 i ! NLOII I ! THIS SHEET APPROVED KEY MAP ACCEPTED SCALE 1"=1000' 93 r ; 192 I � � I I 234 2 236 DATUM Sale: 1"= 30' " -- NAVA 88 w _, iM— SS 55 NOTE TYPE 1 CB THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES II! T ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY 1 , TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR + DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE L TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS + + 1 BEFORE YOU DIG all 242 241 24 r + ! a I + , + I i 1 256 - - ----- — 470 1 + 257 I I 465 260 259 25 8 TRACT F 1 NO. I DATE I BY I DESCRIPTION 30 0 30 60 Scale in Feet SCALE: 11'=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.08 EP O 3791� O RkcISTE E° �QhAL G% REVISIONS BY DATE `�� N.L.01sUn &Associates, Inc, Engineering, Planning and Surveying (360) 876-2284 2.453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN S, LOWER READ B NORTH RNER ROAD RESIDENTIAL DEVELOPMENT Portion Portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW g Harbor WA 98332 DESIGNED RPJ 3�i$ DRAWN JAT 311$ CHECKED NLOII 3/18 APPROVED ACCEPTED 30 0 30 60 Scale in Feet SCALE: 11'=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 04.08 NO. I DATE I BY I DESCRIPTION TYPE 2 CB FOR: THIS SHEET IIIAIIiiIXrlUrr]lllUlll1111rrllrrrrrr�irll11111 11111 ��[� rmmirr �Innilimn„ nrr imEARM • � . Illliillfiiii • � ��� � , 1 �.® roll VT�V Alf ❑ A �v�fe[�1i1r1 Scale: 1"= 30' MAIM 00 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIC 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 50 Scale in Feet SCALE: I"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET C4.09 LEo �4�� - w SF�'��r�`S'o � � �n RE3 g�� �`� Yo REVI5IONS BY DATE � ` ;, N.L.01sOn & Associates, Inc. Engineering, Planning and Surveying (360} 876-2284- 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 STORM & GhrinIN G 9, WEST POND WERNER ROAD RESIDENTIAL DEVELOPMENT portion of the Southeast Quarter of Section 20, Township 24 North, Range I East, W.M., in Kitsap County, Washington. DESIGNED RPJ 3/18 DRAWN SAT 3/i 8 CHECKED NLOII 318 APPROVED ACCEPTED FOR: THIS SHEET IIIAIIiiIXrlUrr]lllUlll1111rrllrrrrrr�irll11111 11111 ��[� rmmirr �Innilimn„ nrr imEARM • � . Illliillfiiii • � ��� � , 1 �.® roll VT�V Alf ❑ A �v�fe[�1i1r1 Scale: 1"= 30' MAIM 00 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIC 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 50 Scale in Feet SCALE: I"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET C4.09 r I I �-► r r - I 1 + I � r 1 I 60 61 62 r ; I 63 I I � I I � I r 77— FIRE HYDRANT 89+53.69 -- -- -------- M---- - - --- MM -- -- -- -- - -- - -- -- - - - - -- ---- 4H M --- -- a M `� W M �� M M- M hM1 �. I 64 I 1 I I r 189 r I r � � I VI■1"11Y � b7 O M----------- ! N M M--- --M -7!5•-M --- M- f O 55 SS � -� 5S �� SS SS 5S SS LO SS - -- 55 55 A REVISIONS NO. ! DATE I BY i DESCRIPTION LES � e NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 UTILITY PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. THIS SHEET VFV MAP SMALL 1 =1UUU FOR: Scale: 'l"= 30' NAVD 88 Harbor Custom Hames, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 ■ i f Mo i 1 i 30 0 30 30 Scale in Feet SCALE: 1"=30' D A TE: March 20, 2018 DRAWING NUMBER: 10233 I SHEET 05.01 BY DATE 1 , N.L.OISon & Associates, Inc. engineering, Planning and SurveyingCHECKED (360) 876-2284 2453 Bethel Avenue, P.O. Bax 537, Part Orchard, WA 98366 DESIGNED RPJ 3/18 DRAWN JAT 318 NI -011 3/18 APPROVED ACCEPTED LES � e NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 UTILITY PLAN 1, NORTHWEST SITE ACCESS WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. THIS SHEET VFV MAP SMALL 1 =1UUU FOR: Scale: 'l"= 30' NAVD 88 Harbor Custom Hames, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 ■ i f Mo i 1 i 30 0 30 30 Scale in Feet SCALE: 1"=30' D A TE: March 20, 2018 DRAWING NUMBER: 10233 I SHEET 05.01 FIRE N HYDRANT M M — — — — — -- -— I ur M M _ o 55 _ �;-- SS s 5S -•� SS -�. Sg _ `�� w ✓ f7 f 4 �� S5 �� 55 SS -rte SS SS iS -� S f r f 1 192 1 191 1190 1 I f I I I r I I 1 TRACT E 1 I 1 I r 235 236 237 FIRE HYDRANT CONNECT TO EXISTING WATER MAIN SSMH O S5 S5 S5 SS S5 SS S 1 I I I I r 1 r I 1 1 � I I r 1 � 241 240 239 238 I I I I I I I I J REVISIONS NO. I DATE I BY I DESCRIPTION 1 1 1 1 1 1 L 1 � TRACT K I ' (FUTURE INDUS TRIAL) 15+81.5 NORTH STORM POND I � i l l SSMH r � l s SS .. I ss f ` l Z �illill MINIMUM 11 11 S: SS.SS s s $555;5. SS. l I �r . 'S5 � - -- S5 -•- . SSMH SS _. g I SS SSMH ss I SSSS SS �� l _ r•r �� \ SS r — AF— -- — — — ~ $ —�sn�° n� x=�e� Henan �myi e� sow eQ—arm eo__ �� rv�������+—���� s — — ~ 5 —M —M -- —� — — _ _ _ _— _ en—art��4ia,,�—� rem s �� ea������— — — — — — _ S —1y� —M —M — —M — —M —M —M -- —M-- __—M��'n 'ice����a' �� �1�� — —M — —m— —M — M M - ---M — —M ~ =1� --74r = Ak �N4 — — +ii� = 1 �1 —M —M— ,M '°, m 11 f 01 4 -M I SEWER TO CONNECT TO EXISTING SEWER IN WERNER ROAD, TO BE EXTENDED EAST s AS REQUIRED. 1 I s � f 8 DATI TM Scale: l "= 30' NAVD 88 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE —M TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. KEY MAP CALL 48 HOURS SCALE 1"=1000' I _ BEFORE YOU DIG f 811 f 1 30 0 30 30 _ dJLML4== Scale in Feet UTILITY PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE. F'=30' DATE: Marcie 20, 2018 DRAWING NUMBER: 10233 SHEET 05.02 i BY DATEA1A,. 11 �:►, N.L.Oison & Associates, Inc. Engineering, Plonning and Surveying (360) 876-2284 2453 Bethel Avenue, P.D. Bax 637, Port Orchard, WA 98366 'Pa kE 37 `r DESIGNED RPJ 3118 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED UTILITY PLAN 2, NORTH POND & PARK WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE. F'=30' DATE: Marcie 20, 2018 DRAWING NUMBER: 10233 SHEET 05.02 i .■ Ir .. .� T � Ir• i• � � 11■ � �� Ir■ I I I I + I I I I I I I I ! `7 I I I I ! r f 1 41 42 43 44 45 I 46 � 47 r 48 1 49 ' ! r S352 I I r 1 I + f T t ~ >� f f + I I + + 54 55 56 57 r ! ! r f ! I I , FIREg'0 PVC (TYP) 1 8"0 DI CL - HYDRANT 50 WATER LINE (TYP) —M M M M M M M M M M � M M M a RDADB SSMH 4 M �-M ��M �M �M ��•M - -M M ��M----_----- ------------ - ----- + _ a a M M ---- S5 5S S5 S5 S5 -Bi— SS SS S5 S5 5 ��- SS 5S� 55 5S - I— SSMH M M M M - - - M - - M -- �_ M M ------- 0 -_+ SS �� 55 � SS SS �5 � 5S 55 S� o M M M 1 - - 55"�� S5-�� sS 55 SS r SSMH _ - 5S �_. SS 55 SS--aL Q 5S )8 87 86 85 84 83 82 81 80 79 78 77 1 1 1 1 I I I I + f 1 1 I I 76 75 �`� 73 l r + r I r 1 + 1 1 ! 72 71 ' 70 69 6$ I I r I 1 1 I 1 I r 1 I 1 1 1 _1 f _ I ! r I _ r I I I 1 l r I r r I 166 167 168 169 170 171 172 173 174 I +I 1I 11 175 176 1771 178 179 I 180 !r 1 1 1 1 181 182 183 I 184 185 186 I ! r I r I r 8011 0 DI CL -50 WATER LINE (TYP) r f FIRE 1 I I l r r HYDRANT l !I I —M —MCD—MM M M M M -- M M M --___ ---------------- ----- -- - - ` M�_ O n M M M - - AAS M M�— M M - - - - - - - - — M MCID 0�-- -- M M ---- THIS SHEET IIIIIillimllllll r I rrrrNr ilurrr � • rrr�'i rrrr�"�'~'i�� rr � rrl� lir ritt� rrirrtrrrirturm � '���, J� rrrrruiirrrrr F , � I � IIilI1111 KEY MAP SCALE 1"=1000' DA 1'UM Scale: 111= 30' KI Alin QQ NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE. PRESERVE AND PROTECT UNDERGROUND UTILITIES. SS 55 55 55 SS 55 55 55 55 SS 55 S5 55 55 H- a� M M - `� ��� 5S � S5 ,� 55 ,-- � ------------ --- ----- - - - - _ 5~55�55�55�SS SS S5�55SS SS -��- M SS 55 n- SSMH - - _ - S� SS S5 55� 55,E 5S .7. - - 55 � 55 �_. g ^SSMH -- - - - -- - - -- - - -- - -- r ! r I + 1 + r 210 209 208 207 206 205 204 203 202 201 r I 200 199 198 197 1 196 I I I I I 1 I I 1 I � 195 16A REVISIONS 8Y ATEA DATES A ,�_J N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (iso) 876-2284 2483 Bethel Avenue, P.Q. Box 637, Port Orchard, WA 98366 �a w -, 0 -(I C Z. _�y o�, RF�f4,� Rio w� ��,�hA �� �1� UTILITY PLAN 3, UPPER ROAD B NORTH & ROAD A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. NO. DATE BY DESCRIPTION DESIGNED RPJ I 3/180 DRAWN JRT 3118 CHECKED NI -011 1 3/18 APPROVED ACCEPTED FOR: CALL 48 HOURS BEFORE YOU DIG 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 4 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 05.03 � r ==7 �7 I I I I I r T 21 22 23 24 25 26 27 28 29 30 31 ! 32 I 33 , 34 I I I I r , 35 36 37 38 39 40 41 r I I 8"0 DI CL --50 I I I I I WATER LINE (TYP) S" PVC (TYP} ±Y FIRE DRANT ! I ! r I I ! � j FIRE HYDRANT _V W w w w w w w w --W ---- W ------W -----W -- -- w- ---W w w w w w w w w M S M M M M M M M M M M M M M M M— a o SSMH o Q a o SSMH SSCO a SSCO — _ I Til o 5S -Q — SS 55 - S5 S5 �- SS 55 I S5 55 -0 -� 5S 5S � � - - - - - - - - - - - - - - - - - - - - - gg �� gS 55 �� SS d^-`� SS SS -------- 97 - -SS - ' SS SS 5S - SS SS'SS- 55 S5 5S 55- S5 S5 55 SS 55 - SS— SS W -V 3 107 106 105 104 103 102 101 100 99 98 97 6 95 94 93 92 91 90 89 88 —1 — 1 _ � 1 T 1 � • , �` I r , I r r I 160 161 162 163 164 165 166 159 f158 , 1 I r I I I r FIRE ' HYDRANT 157 0 PVC (TYP) M M M M M M M M M M M \ ❑ f S5 ss—SS—SS- SS SS 5S SS 5S SS -- -- 156 R `�— ------ - - ----- --- ---- - ----- - — 55 SSMH \ SSCO 4S- SCO j SSM H Ij 155 � ' •� SSMH I I I ! ! 41216 215 214 213 212 211 21C 05.06 05.07 VFV MAP KALE 1-'=1000' L�7l�lia�L7 DA'I'tJM Scale: V= 30' NAV1388 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSfBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 81, 30 0 30 30 Scale in Feet REVISIONS BY DATE 1►1 �:J N.L.C]lson & Associates Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 11'' °r " �''�� `� A SOA IREa ��o w� ��SrONA r�G� �� �`� ,� UTILITY PLAN 4, UPPER READ B MID & READ A WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 24, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor WA 98332 g SCALE: 1"=30' DATE: M��>zza, �o,g NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWING NUMBER: DRAWN JAT 3/18 10233 CHECKED NLO}I 3 18 APPROVED ACCEPTED SHEET C5.04 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i r 1 I - I "a 1 , I I ' I 1 I I f + 124 123 122 121 1 1 t + 1 5 I I 120 1 + 1 s 1 119 118 117 11� 1 1 , I i 1 115 114 113 112 111 110 � 1 I + � ± + + I 1 I +' r SSMH r Ire r 1 f i 1 1 I dop Lp de s � ��. SSMH 128 / TRACT A sslo\ ' - � •� 129 '`� • NO. I DATE I BY I DESCRIPTION DA'T'UM Scale: 1 "= 30' NAVD 88 30 0 30 30 Scale in Feet M C7TF THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 126 � ' s s 132 KEY MAP _ — _ _ _ _ , J I I — SCALE 1"=1000' Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: t"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET 05.05 '�A E� �4 of wa, y�hG P = ��. G. . `Jrsr 9 9 r c� `Ss,pvaL1� t, REVISIONS BY DATE ,.,� `iJ N.L.Olson & Associates, Inc. Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 UTILITY PLAN 5, UPPER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range i East, W.M., in Kitsap County, Washington. FOR: DESIGNED RPT 3/18 DRAWN JAT 3/1$ CHECKED NLOII 3/1$�� APPROVED ACCEPTED Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 SCALE: t"=30' DATE: March 24, 2018 DRAWING NUMBER: 10233 SHEET 05.05 131 1 126 , • 1 '01 132 ,. DI i ss 1 ! 13 3 134 135 136 TRACT F 137 138 ,, I 139 140 141 ' 4* r + I ! I I SSMH I ! I I ! ! FIRE I HYDRA ! f a _ , � �' , • NT CONNECT TO ! 1 EXISTING WATER MAIN ' I ! 1 ! ! _ _ l EXISTING WATER MAINS i ?I 1 1 � l 142 143 144 145 146 1r f I 1 I I I r 1 8"0 DI CL -50 WATER LINE (TYP) n NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG da THIS SHEET KEY MAP " SCALE 1"=1000' REVISIONS BY DATE of w sy�� A 0�0 NO. DATE BY DESCRIPTION DESIGNED RPJ 3/18 1l1 ��J N.L.O1son &Associates, Inc. DRAWN IAT 3/18 Engineering, Planning and Surveying A CHECKED NLOII 3/18 (360) 876-2284° S10?gA APPROVED 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 ACCEPTED I I I UTILITY PLAN 6, LOWER ROAD B SOUTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range t East, W.M., in Kitsap County, Washington. FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 � J � 30 0 30 34 Scale in Feet SCALE: 1 "=30' DATE: March 20, 2018 DRAWING NUMBER: 10233 SHEET 05.06 - � r I I I ! ! I 1 1 r 1 l 1 I I I I 1 � f 146 147 148 149 154 151 152 1 153 154 I l ! I I I I I f l ! r 1 1 I r FIRE 1 1 ! r HYDRANT ' �s-.•r—r��a Q..__ �.r-- �ar� ter... �4--�r—r+Ws ._� --- � �- �� � "�� � � , � � , —" _ --� T �y _ —+� � �µ � � � m SSMH w M Q SS - - - SS- - S5 SS 55 SS 5S SS211111 -r SS 5S 55 SS SSMH �p M --� 11 11.10 �x I z XSSMH -8"0 PVC (TYP) SSMH-1 sscO �! SSCO T I ;SMH! I I I 1 r r f ! I l f I I 1 I I f l 1 I I ! I l I I ! 216 215 214 213 212 211 214 I I l I r l I r NII � f �� l' '. TRAIL 217 I I r 1 218 1 I TRACT B 219 NV -55FM SSFM 55FM SSFM 55FM SSFM 55FM 55FM55FM SSFM - - - SS ~ 55 �� -�"\ � j r ... • . - • +• •• •• . • - 55FM 55F1u1 SS 55FM SSMH SSMH f I I I I I r CONNECT \� X I I FORCEMAIN 1 TO SSMH I I SSMH'* rI ' I � \ � HIRE � 284 279 278 277 276 275 ��.,` �. HYDRANT PARK 7 273 272 271 M - M ___. M — _--_ Nr S — a„ — - --. - � �.. M M — - M M - -M - -M -M - _M_ - M - - r l f 274 .:_ d.- 40� LO ROAD SSMH � � . _. _ _. _ - - - -. - _ 269 � - - - - - - - - - � ss r 1 SSM I I ' 8"0 D! CL -50 _T t 1 r I t I 268 I 1 1 WATER LINE (TYP) 1 I ! 1 l ! l I 1 267 ' 1 1 r r f `f I 266 I 1 j t r i 265 264 263 262 261 264 l I I I 1 l —> TRACT F REVISIONS BY I DATE NO. I DATE BY DESCRIPTION DESIGNED RPJ 3/18 DRAWN JAT 3/18 CHECKED NLOII 3/18 APPROVED ACCEPTED �!J N.L.01son & Associates, Inc. Engineering, Planning and Surveying (380) 876-2284 2453 Bethel Avenue, P.O. Bax 637, Port Orchard, WA 98366 UTILITY PLAN 7, LOWER ROAD B MID WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the Southeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. Cl 05.05 J J I I 1 tI1 jI J C5.04 W,�W1,1AC5_ .L= i'� CS.DI THIS SHEET + 11 KF.V MAP SCALE 1"=1000' DA'['UM Scale: 1"= 30' NAVD 88 NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 FOR: Harbor Custom Homes, LLC Attn: Sterling Griffin 11.515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 30 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER: 14233 I SHEET 05.07 SS SS $S r �� ,.5 � M SSM" S5 �� 5S 5S S 5S �� SS � I-- y 0 S5 "�� SS SS SS _� 5S SS 55 �� �� ` -� QMH ----- -- - ---- -------------- + I � 1 ir I 1 1 1 + I r I 203 .10 209 208 207 246 205 244 202 201 l r 1 204 199 198 197 ' 1 1 I I I I i I 1 r 96 1 1 195 1 194 ' , l 1 + r 1 193 1 192 l 1 I I l I T l f 1 I I � • � I r 1 222 223 , ' 221 , I 225 226 227 228 229 230 2 1 r 224 n 3 232 233 234 235 236 + + r l 1 I I I I i I — -- — --- T. 1 EIRE _ r r CONNECT TO HYDRANT EXISTING WATER MAIN G I ¢ — -"' hA -- Ah� ��' 1 en — E �— m4_ eneRwen—cn d-1 � z — ----M — — — — — — — — — M W titii W �. -W--� W -- Q — — — — --M— — M M YN _ +t —R -OA -5B {i8, w ;fir „ N ' r 5S SS—SS—SS SS _ 55 S5` SS~ SS - – 53 �� --Z----ss1__ -– -- 5S -- -- 55�55�..y� -- - – p 55 S$ �� SS ----- g – – – R–– ' -� ~ – 55 55 1 �P/r�� / D SSMH ST " �v 55 C• 80 D! CL 50 � T - / / r r WATER LINE (TYP) , h% /J 4, I I I I 1 6- 252 251 250 249 i 2 3 1 , r 248 247 246 245 244 243 1 r 1 1 1 242 241 240 _ 254 � SSMH 1 1 l I 255 + 1 F 1 1 I 1 � r I f , 256 257 260 259 258 I r � � r TRACT F ~ _ NQRTHEAS + irrrrrlllirrrr rlflFllllrrrfl drrrlriifilM , rlrrlilrir Ig11F11�� + wn, �� M�sy °a�� t� '310,N AL f 1 b � Baa... � .,g .ra � Flliliiiuliii REVISIONS BY DATE � �►} L bison &Associates, Inc. kz, N. . Engineering, Planning and Surveying (360) 876-2284 2453 Bethel Avenue, P.O. Box 637, Port Orchard, WA 98366 SITE PLAN 8, LOWER READ B NORTH WERNER ROAD RESIDENTIAL DEVELOPMENT Portion of the SoutheastQ uarter of Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington. F°R: N0. DATE BY DESCRIPTION DESIGNED RPJ 318 DRAWN JAT 1 3118 CHECKED NLOII 3/18 APPROVED ACCEPTED + irrrrrlllirrrr rlflFllllrrrfl drrrlriifilM , rlrrlilrir Ig11F11�� + IIFIf`� Illlllllllfflffl +, Frrrrrrilrrrrr Baa... � .,g .ra � Flliliiiuliii �, r i '. THIS SHEET KEY MAP SCALE 1"=1000' DA'�'L1 M Scale: 1"= 30" MAIM AD NOTE THE APPROXIMATE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN ON THE PLANS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE LOCATION OF EXISTING UTILITIES PRIOR TO COMMENCING WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGES THAT MIGHT BE OCCASIONED BY THE CONTRACTOR'S FAILURE TO LOCATE, PRESERVE AND PROTECT UNDERGROUND UTILITIES. CALL 48 HOURS BEFORE YOU DIG 811 Harbor Custom Homes, LLC Attn: Sterling Griffin 11515 Burnham Drive NW Gig Harbor, WA 98332 30 0 30 60 Scale in Feet SCALE: 1"=30' DATE: March 20, 2018 DRAWING NUMBER. 10233 SHEET 05.08 City of Bremerton 345 - 6th Street, Suite 100 Bremerton, WA 98337-1873 Phone: (360) 473-5323 Fax: (360) 473-5200 www.ci.bremerton.wa.us Date Stamp REQUEST FOR PUBLIC RECORDS DATE: NAME OF REQUESTOR: BUSINESS OR PARTY YOU ARE REPRESENTING: ADDRESS: PHONE: E-MAIL ADDRESS: Please list records requested. Include as much detail as possible, specific dates, and names. I certify I have read the administrative policies on the back of this form. I further certify that I will not use the requested records for commercial purposes in the event that a list of individuals is included in the material provided, as per RCW 42.56.070(9). SIGNATURE OF REQUESTOR: -------------------------------------------------------------------------------------------------------------------------------------------- For Department Use Only Disposition: Granted [ ] Denied [ ] by: Date provided: Mail Pick up E-Mail Charge: Comments: Rev 6/18 CITY OF BREMERTON ADMINISTRATIVE POLICY Disclosing Records and Documents The City of Bremerton is required by the Washington State Public Records Act RCW 42.56 to allow the general public to inspect and/or copy certain documents during normal business hours Monday through Thursday. A fee for providing copies may be charged. In general, most of the information processed and retained by the City, such as ordinances, resolutions, contracts, studies, reports, policies and procedures, and correspondence fall in the category of "public" information and thus must be disclosed under the law. Certain information is exempt from disclosure (RCW 42.56.210 -.480), including but not limited to: 1.Personal information in files maintained for employees, appointees, volunteers, or elected officials and such other personal information which would constitute an invasion of privacy, including, but not limited to, residential addresses and telephone numbers, employment applications, and employment tests. 2.Preliminary drafts, notes, recommendations and departmental memoranda in which opinions are expressed or policies formulated or recommended in connection with any Department action, except when publicly cited. 3.Contents of any real estate appraisals made for or by the Department relative to the acquisition or sale of property by the Department are exempt until three years after the date of the appraisal or until sale is abandoned or property sold.. 4.Valuable designs, drawings, research data, etc., obtained within five years of the request for disclosure, when disclosing would provide private gain and public loss. 5.Records relevant to a controversy to which the Department is a party but which records would not be available to another party under the rules of pretrial discovery for causes pending in the superior courts. 6.Lists of individuals (e.g., customer lists) requested for commercial purposes. 7.Proprietary design information provided by equipment suppliers or consultants. 8.Financial or commercial information supplied by businesses or individuals in application for economic development loans or program services. 9.The residential addresses and phone numbers of utility customers. 10.Taxpayer assessment and/or collection information except as necessary for civil or criminal judicial or administrative proceedings. Questions about the State Public Records Act shall be referred to the City’s Public Records Officer: Public Records Officer 345 6TH Street, Suite 100 Bremerton, WA 98337 (360)473-5323 (360)473-5200 fax Public.Records@ci.bremerton.wa.us The Public Records Law requires that requests for access to records be responded to within five (5) business days by either providing the records or providing an estimate of time when the records will be available. Fees for Copies: Photocopies/Scans .................................................... $0.15/page for request over 50 pages Computer Disks ......................................................... $2.00 Certification ................................................................ $5.00 Other Categories – Refer to BMC Chapter 3.01 PUBLIC WORKS AND UTILITIES 3027 Olympus Drive * Bremerton, WA 98310-4799 * (360) 473-5318 * FAX (360) 473-5018 MEMORANDUM ENGINEERING DIVISION TO: Garrett Jackson, Current Planner FROM: Paul Wandling, PE PW&U Development Review Engineer DATE: September 13, 2018 SUBJ: Werner Road Residential – BP18 00044 Site Plan Review w/SEPA 1. Storm water quantity and quality control mitigation is required pursuant to BMC Title 15.04 and the Department of Ecology Stormwater Management Manual for Western Washington. 2. Separate Storm Drainage Maintenance Agreement shall be required for review and recorded against the property prior to final site development construction approval. 3. All utility service connection requirements shall be met pursuant to BMC Title 15 and fully paid for at time of issuance of the building permit. 4. All proposed water, wastewater and storm water construction drawings shall comply with City of Bremerton Public Works & Utilities Engineering Standards. 5. All driveway approach shall meet City of Bremerton Development Standards and BMC 11.12.150. 6. Right-of-Way dedication will be required prior to final building inspection for any of the proposed single family homes. 7. Public Water and Sewer Main extension will be required pursuant to City standards. 8. Traffic Mitigation in the amount of $2,626.24 will be due at the time of issuance of each single family home permit pursuant to the April 2018 Traffic Impact Analysis provided by Gibson Traffic Consultants, Inc. 9. Any tree planted within five feet of the right of way shall be installed with a root barrier of at least 24 inches in depth. BUSINESS INFORMATION Business Name: WERNER RD. INDUSTRIAL, LLC UBI Number: 604 196 799 Business Type: WA LIMITED LIABILITY COMPANY Business Status: ACTIVE Principal Office Street Address: 11515 BURNHAM DR NW, GIG HARBOR, WA, 98332-8543, UNITED STATES Principal Office Mailing Address: Expiration Date: 12/31/2018 Jurisdiction: UNITED STATES, WASHINGTON Formation/ Registration Date: 12/15/2017 Period of Duration: PERPETUAL Inactive Date: Nature of Business: REAL ESTATE DEV REGISTERED AGENT INFORMATION Registered Agent Name: STERLING GRIFFIN Street Address: 11515 BURNHAM DR NW, GIG HARBOR, WA, 98332-8543, UNITED STATES Mailing Address: GOVERNORS Title Governors Type Entity Name First Name Last Name GOVERNOR INDIVIDUAL STERLING GRIFFIN 1Garrett JacksonFrom:jhaskins@pyramidmaterials.comSent:Tuesday, July 17, 2018 11:52 AMTo:Garrett JacksonCc:MIKE COSTELLOSubject:Site Plan Review Permit & SEPA Review (File # BP18 00044) Garrett, We at Pyramid Materials have a few concerns about the operations that may take place on that property and how it will effect the surrounding areas. Public Health and Safety: 1. With 241 homes going in up there and Werner Rd being the main entrance and exit, we worry about what that will do to the flow of traffic down Werner and how it will effect the access to HWY 3. The congestion getting on the HWY in either direction is already in need of a solution. Another concern is that with the area being mostly Industrial...Kids that usually accompany a large housing community have a tendency to search they areas around their homes for places to hang out and ride bikes and such. With the heavy truck traffic in and out of the businesses up and down Werner that raises a huge concern for child safety. Several of the businesses also operate heavy equipment which is also a concern for people in general who wander into these areas even though there are signs and warnings posted. Also with no sidewalks on Werner it poses a risk for the people that may walk into the local areas for shopping and food from the local restaurants. 2. There are also known landfills in the area that have been covered for quite a few years and with the impending ground disturbance that will usually happen when doing some of the activities that are being applied for with this permit application happen, some of the areas that have "Garbage and Waste" in them are unearthed. With the amount of Rainfall that we get in this region and how well water flows downhill, this could pose a serious health risk for anyone lower than the disturbed site. The clean up associated with such an event would be incredibly costly I am sure, as there are many creeks, streams, ponds, and lakes in the area that would be effected along with the wells that people get their drinking water from. Not to mention all of the animals that live in the delicate ecosystem that lies below the proposed site. We are in full support of Growth in the area and Welcome our new neighbors, but would like to make sure that you are aware of some of the concerns that we have with this site. Jim Haskins Pyramid Materials Sales Manager 425-495-7424 1 of 10 City of Bremerton Revision: March 2008 Department of Community Development 345 – 6th Street, Suite 600, Bremerton, WA 98337 (360) 473-5275; Fax: (360) 473-5278 website: www.ci.bremerton.wa.us COMMERCIAL SITE PLAN REVIEW APPLICATION DCD FEES: Site Plan: SEPA: All fees must accompany this application. These fees are non-refundable and subject to change. Make checks payable to City Treasure *FILE NUMBER:*Pre-conference file No *Type I or II Project Permit *TOTAL FEE: *To be completed by city staff Bremerton Municipal Code (BMC) Section 20.58.080 requires a technical site plan review for all projects involving new development or expansion of existing structures or other exterior improvements that will change the physical condition of the site. The appropriate fees, maps, plans, must accompany this form and other required supporting documents. Please fill out the entire form. If a subject is not applicable please indicate on this form. PROJECT TYPE: Commercial Multi-Family Mixed-Use Other 1. Assessor Tax Account Number(s): 2. Applicant: NAME: ________________________________________________________________________ ADDRESS: _____________________________________________________________________ CITY: ___________________________________ STATE: __________ ZIP_________________ TELEPHONE: Work: _________________________ Home/ Cell: _________________________ 3. Contact Person (if different than applicant): NAME: ________________________________________________________________________ TELEPHONE: Work: _________________________ Home/ Cell: _________________________ x Harbor Custom Homes, LLC / Sterling Griffin 11515 Burnham Drive NW Gig Harbor WA 98332 206-866-6089 253-686-3562 Applicant 4597-000-001-0000, 030-0005, 017-0002, 085-0009, 096-0006,141-0001, 112-0105, 150-0009, 232-0001, 217-0000, 250-0008, 286-0006, 104-0006, 118-0000, 113-0005, 289-0003, 457-0009, 202401-4-001-2004, 002-2003, 009-2006, 010-2003, 005-2002, 008-2007, 007-2008, 006-2009, 005-2000, 003-2002, 004-2001 2 of 10 City of Bremerton Revision: March 2008 4. Title Holder: NAME: ________________________________________________________________________ ADDRESS: _____________________________________________________________________ CITY: ___________________________________ STATE: __________ ZIP_________________ TELEPHONE: Work: _________________________ Home/ Cell: _________________________ Applicant 5.Specific Property Location (address or general vicinity): North 1/2 of the NW 1/4 of the NE 1/4 of the SE 1/4 in Section 20, Township 24 North, Range 1 East, W.M. in Kitsap County, Washington. 6.Current Zoning Designation: Industrial / Low Density Residential 7.Comprehensive Plan Designation: Industrial / Low Density Residential 8.Size of Site/ Lot (indicate the total square footage of the land area): 79.57 Acres 9.Summary of Proposal: Describe your proposal as clearly and concisely as possible. Attach separate sheets if necessary. If Demolition is proposed, describe the exterior and/or interior work to be performed. The project proposes to develop approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 298 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. 3 of 10 City of Bremerton Revision: March 2008 10. Lot Development Requirements a.GENERAL STANDARDS Standard Existing New Front Yard Setback (in feet) Rear Yard Setback (in feet) Side Yard Setback (in feet) Side Yard Setback (in feet) Height (in feet) Lot Coverage [calculation: (all areas covered by any roof) ÷ (lot area) X (100)] Number of Residential Dwellings Residential Density (Dwellings per acre (1 acre = 43,560 square feet) 11. Parking Requirements b. PARKING LOT STANDARDS (See BMC 20.48.050) Standard Existing New Front Yard Setback (in feet) Rear Yard Setback (in feet) Side Yard Setback (in feet) Side Yard Setback (in feet) 298 10 15' 15' 5' 5' 35' N/A 42% 4 of 10 City of Bremerton Revision: March 2008 c. REQUIRED PARKING SPACES (See 20.48.080(m)) Use of Building Square Footage or Number of Units Parking Ratio Spaces Required TOTAL SPACES REQUIRED TOTAL SPACES PROPOSED d. OTHER PARKING REQUIREMENTS Standard Existing New Total Barrier Free Spaces (See WAC 51-40-1103) Motorcycle Spaces (See BMC 20.48.180(a)) Bicycle Spaces (See BMC 20.48.180(b)) 12. Landscaping Requirements Check here if located within the Central Business District. Check here if located within the Charleston Business District. Check here if located within the Manette Business District. a.Non-residential development that abuts any residential zone (SF-1, SF-2, SF-3, DR, MF, CBR, and MR), or a multi-family residential development abutting any SF or DR zone shall provide a landscaped sight-barrier. Check which option will be applied: Ten (10) feet wide by a minimum five (5) feet in height landscaped year-around sight barrier; or A 5-foot height fence or berm plus five (5) feet wide by a minimum five (5) in height landscaping consisting of trees and shrubs. A landscaped sight-barrier is not required. N/A N/A Landscape plans to be provided with final design 5 of 10 City of Bremerton Revision: March 2008 b. GENERAL LANDSCAPING (Dimensions of area and strips, and square footage) (See BMC 20.50) Standard Existing New Total Front Yard Setback Area Rear Yard Setback Area All Side Yard Setback Areas Front Yard Setback Parking Area Interior Parking Lot Landscaping Area (10 sq. ft. per space) Free-standing Signs Landscaping Area TOTAL LANDSCAPING Note: Non-residential developments of one (1) acre or greater are required to provide 15 percent of the lot as landscaped. c.STREET TREES Number of Existing Trees __________ Number of Proposed Trees (1 per 25 lineal feet of street frontage) _______________ d. CLEAR VISION AREA A clear-vision area shall be maintained at the intersections of streets, alleys and commercia l driveways, or combination thereof. The clear vision area shall be clear of any obstruction within a vertical area extending from three (3) feet to eight (8) feet above the ground. Please review the requirements under Bremerton Municipal Code Title 20. Check here if your proposal complies with clear vision area requirements. Landscape plans to be provided with final design N/A N/A 6 of 10 City of Bremerton Revision: March 2008 a.Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical Distance = 20 feet Horizontal Distance = 100 feet Check all that apply to the site and areas within 200 feet of the site. _______ Flat: less than 5-feet elevation change over entire site. _______ Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). _______ Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). _______ Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). _______ Other (please describe): ______________________________________________________ _________________________________________________________________________________ b. Does the site or properties within 200 feet of the site contain areas of year-round standing water? Yes / No If so what is the approximate Depth: ___________________________________________________ Vertical 20 feet Horizontal 100 feet = .2 X 100 = 20% slope 13.Shoreline Master Program Is any part of the parcel located within 200 feet of the shoreline? No If so, what is the shoreline designation(s) of the site? N/A 14.Critical Area Checklist Fill in the blank or circle the answer(s) that apply directly to the site and areas that are within 200 feet of the site. x x x In wetlands A & B, depth varies per season. 7 of 10 City of Bremerton Revision: March 2008 c.Does the site or properties within 200 feet of the site contain areas of seasonal standing water?Yes / No If so what is the approximate Depth: ___________________________________________________ What season(s) of the year is the standing water present? Winter / Spring / Summer / Fall How long is the standing water present? _________________________________________________________________________________ d.Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes / No. If a wetland is present what is its approximate depth and size? _________________________________________________________________________________ e. Does the Site or properties within 200 feet of the site contain a creek or an area where water flows across the ground surface? Yes / No Does it flow year-round or seasonally? __________________________________________________ If it is seasonal, what season(s) of the year is it present? Winter / Spring / Summer / Fall f.The site or properties within 200 feet of the site are primarily: Forested / Meadow / Shrubs / Urban Landscaped (lawn, shrubs etc) / and or Other (please describe) _________________________________________________________________________________ g. Please describe the soil type on the site (clay, sand, gravel, peat, etc). __________________________________________________________________________ __________________________________________________________________________ h.Do you ever see wildlife on or within 200 feet of your property? Yes / No (Examples of wildlife can include but are not limited to: Squirrels, Raccoons, fish, deer, opossums, fox, heron, eagles, songbirds etc.) If you do see wildlife on or near your property, what species and how often? __________________________________________________________________________ __________________________________________________________________________ i.Are you aware of an aquifer recharge area on or within 200 feet of the site? Yes / No (See maps on file with the Department of Community Development) Wetland A = 4,598 sf / Wetland B = 10,748 sf Developed Industrial to the North of the site. See Geotechnical Report dated April 10, 2018 Typical of wildlife sightings in residential environment 8 of 10 City of Bremerton Revision: March 2008 15. Transportation How many vehicular trips per day would be generated by the completed project? 16.Storm Drainage Will the new development/ redevelopment add an additional 5,000 square feet of impervious surface area or will more than 1 acre of land be disturbed? If the answer is yes, a storm drainage report may be required. See Technical Memorandum dated April 18, 2015 "Storm Analysis" 17.Street Lighting Does the street lighting associated with the project meet City standards? 18.Utilities Describe what utilities are currently available to the site? What utilities and general construction activities are proposed for the site? 19. Attachments You will need to provide the following information with this application. Please note that not all attachments are required for every proposal. It is your responsibility to contact the appropriate department to determine when information is not required. a.State Environmental Policy Act (SEPA) Checklist. See WAC 197-11-800 for projects exempt from environmental review. b. Vicinity Map: show the location of the site in relation to all other properties and major structures within a radius of at least 200 feet. c.Verification of Ownership: a lease or signed letter is required when the applicant and property owner are not the same. d. Site Plan Map(s): Provide a site plan drawn to scale showing at a minimum the following information. The Director may modify these requirements when it is clear that the information would not be relevant or helpful to make a decision. 2,775 Average daily trips. See Traffic Impact Analysis prepared by Gibson Traffic, dated April 10, 2018. Street lighting to be provided at time of final design per City of Bremerton Standards. Electric, Water, Sewer Extending to service new residences 9 of 10 City of Bremerton Revision: March 2008 The location, size, bulk, height, number of stories and use of all existing and proposed structures and areas on the subject parcel. Existing and proposed public and private streets, driveways, sidewalks, curbs and gutters, and roadway dimensions and materials. Existing and proposed pedestrian walkways, bikeways, bus stops and other facilities contributing to pedestrian and bicycle circulation. Existing and proposed utility systems, drainage systems, fire hydrants and related site improvements. All property lines, easements, fences, walls, signs and other points of reference. Environmental features such as shorelines, bulkheads, creeks, culverts, wetlands, steep slopes, unstable soils, rock outcroppings, significant trees, other sensitive areas and their associated buffers. e.Landscaping Plan Map: show landscaping plan that indicates the general planting pattern as well as the numbers and types of plants. f.Parking Plan: show all existing and proposed off-street parking spaces. The parking plan may be integrated into the base site plan map. Parking plans should show all spaces, aisles, handicapped and motorcycle spaces, loading spaces, transit facilities, and parking lot access and internal circulation. It should also show dimensions of all parking areas, spaces, driveways, setbacks, and distances from curb cuts to intersection corners, and similar detail. g.Elevation and/ or Perspective Drawings: showing proposed structures and other major improvements. h. Storm Water Drainage Report: when 5,000 square feet of additional impervious surface is created. i.Transportation: when the City Engineer requires them a traffic study may be necessary containing recommendations to mitigate impacts. j.Street Lighting Plan: show all existing and proposed street lighting and ensure the lighting meets city standards. k. Critical Areas: reports or evaluations related to Flood Hazard Areas, Geologically Hazardous Areas, Wetlands and Stream Corridors, Fish and Wildlife Habitat Conservation Areas. l.Phasing: if the project is designed to be permitted and/ or constructed in phases, provide a map showing the phases and a schedule of development. 10 of 10 City of Bremerton Revision: March 2008 m.Other Information: such as maps or data that is helpful or that was requested at the pre- application conference to better understand the nature and scope of the proposal and its impacts on the surrounding properties, people and land uses 20. Time Limits on Approval Site Plan approval shall become void if building permits are not applied for or construction has not begun within one (1) year. The expiration is automatic and notice is not given. The Director may grant one six-month extension in writing provided the applicant shows good faith efforts and requests the extension in writing prior to the expiration date. Site plans associated with a Binding Site Plan, PUD or Development Agreement are exempt from the one-year time limit. Applicant’s Statement: I herby certify that the statements contained herein are correct. I understand that conditions of approval may be required to adequately protect the zone or neighborhood within which the proposed PUD is located, and I agree to abide by those conditions. I understand that the decision on this application may be appealed and possibly overturned. I also understand that an approved Site Plan is subject to review and could be terminated for violating the terms or limitations. I have read, understand, and agree with all of the above statements. __________________________________________ ____________________________ Applicant Signature Date Note: The City of Bremerton does not discriminate because of race, sex, color, religion, national origin, age, or disability in the provision of services, in programs or activities, or employment opportunities and benefits CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT COMMERCIAL SITE PLAN REVIEW DECISION, FINDINGS, & STAFF REPORT Requested Action: Commercial Site Plan Review & SEPA environmental review of a 241 single-family residential unit development located on an approximately 88 acre site adjacent to Werner Road. Proposal includes: 800,000 cubic yards cut/fill grading, landscaping, street and utility improvements. GE EN RAL INFORMATION File Number BP18 00044 Applicant Harbor Custom Homes LLC Assessor Account Number 202401-1-007-2004, 202401-4-009-2006, 202401-4-008- 2007, 202401-4-003-2002, 202401-4-004-2001, 202401- 4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003 �Dateof Application I Acril 25. 2018 Notice of Completeness Notice of Application Comment Period Current Zone Classification _ Comprehensive Plan Designation Documents Reviewed SEPA Threshold Determination June 29, 2018 July 5, 2018 Jud, 2018 through July 20, 2018 _ Low Densitv Residential [R-10] Low Density Residential (LDR) Site Plan Review Application, Environmental Checklist, Water & Sewer Availability Letter, Transportation Impact Study, Preliminary Drainage Report, Geotechnical Report, and Wetland Report MDSN issued 10/17/2018 CONCLUSION & DECISION A review of the Commercial Site Plan Review application indicates that the proposal, as conditioned, is consistent with the criteria established in Bremerton Municipal Code. IT IS NOW RESOLVED by the City of Bremerton Department of Community Development Director after considering the findings of this report, the proposed Commercial Site Plan Review Permit is approved subject to the following conditions of approval: CONDITIONS OF APPROVAL 1. In order to ensure commonly owned property is responsibly maintained, prior to issuance of a Site Development Permit the property owner shall form a Home Owners Association (HOA) which includes Covenants, Conditions, and Restrictions (CC&R) which adequately plan for commonly owned property. The City shall review and approve CC&Rs prior to the applicant recording the document with the Kitsap County Auditor. BPI 00044 — Werner Residential Page 1 of 12 2. Development shall comply with all land -use regulations in place at the time of application of this permit. 3. Development shall comply with all recommendations from N.L. Olson & Associates September 24, 2018 Preliminary Geotechnical Report. 4. A Notice to Title and Hold Harmless agreement consistent with BMC 20.14.130(g) for geologically hazardous areas shall be recorded with the Kitsap County Auditor for each lot prior to Site Development Permit issuance. 5. To ensure the wetlands and wetland buffers remain intact and undisturbed, the applicant shall place temporary markers which clearly indicate the borders of wetland buffers prior to any earth disturbing work commencing onsite, at this time permanent wetland signs which conform to BMC 20.14.330(i)(2) shall also be installed. 6. At the time of Site Development Permit application submittal, the applicant shall demonstrate conformance with Critical Areas Wetland Buffer section BMC 20.14.330(h), any request to locate uses within the wetland buffer shall be accompanied by a wetland report prepared by a qualified professional. 7. A final landscaping plan shall be submitted with the Site Development Permit which is consistent with the August 31, 2018 Emily Russell Preliminary Landscaping Plan and Title 20 of the BMC. Any landscaping proposed within geologically hazardous areas, wetlands, or buffers shall be supported by a qualified professional. 8. All plant material shall be maintained in a healthy growing condition free of weeds, trash or debris through the life and use of the development. Dead, damaged, diseased, or missing plant material shall be replanted or replaced as necessary to comply with the approved landscaping plan and the requirements of Title 20. 9. Driveways and areas used for loading, parking and maneuvering motorized vehicles shall have a paved surface. 10. Before construction on any structures, roadway or parking areas may be approved, a geotechnical report is required to ensure the structures are on native soil or structural fill that has been placed properly. Geotechnical inspections and tests shall be performed in accordance with the geo-technical engineer's requirement and recommendations. All inspection results or density tests shall be provided to the Department of Community Development prior to requesting any soils related inspections (such as footing or foundation inspections). Required geotechnical inspections: 1) Structural fill and compaction; 2) Soil bearing; 3) Retaining wall and rockery placement; 4) Ongoing site monitoring during wet weather construction; 5) Final grading. 11. All facilities with irrigation systems shall have an approved double check valve assembly installed on the service line; systems with chemical addition or auxiliary water supplies will be required to install an approved reduced pressure backflow assembly. Approved assemblies are assemblies on the current Washington State Department of Health approved assembly list. 12. All approved assemblies must be tested by a certified Washington State backflow assembly tester at the time of installation, whenever serviced or moved, and annually thereafter. BP 18 00044 — Werner Residential Page 2 of 12 13. All water, sanitary sewer and storm sewer utility service connection requirements shall be completed per Title 15 of the Bremerton Municipal Code and City Standards. 14. Stormwater quantity and quality mitigation shall be demonstrated with the Site Development Permit. Temporary Erosion/Sedimentation Control will be required. A Stormwater Construction Permit is required through Washington State Department of Ecology. 15. Frontage Improvements are required per BMC 11.12.110. 16. Standard Driveway Approaches are required, and shall be installed at with the Site Development Permit. See Standard Driveway requirements in current City Standards. 17. Public Right -of -Way dedication will be required prior to final occupancy of any home. 18. Public Streets are required to be constructed according to City of Bremerton Street Standards for a Local Access Street. 19. All work shall be designed and detailed to meet City of Bremerton Engineering Standards. 20.Temporary Erosion and Sedimentation Control Plan is required. 21. Street Lighting shall meet City of Bremerton Street Light Standards. 22. All utility plan review and connection fees shall be paid prior to final occupancy approval. 23. Right -of -Way Permit will be required prior to allowing any work within the public right-of-way. 24. Development shall comply with August 22"d, 2018 Water & Sewer Availability Letter. 25.A compliant NFPA 13-D fire sprinkler system is required for each building/residence in the site in addition to standard site requirements for fire flow, fire lanes and access as directed by the International Fire Code and the Bremerton Fire Code. r C. C1 / 7 12C;i rep red by: G6rrettJackson, Planner Date Department of Cam. Munity Development � 0j/ u7 201 & `Approved by: Andrea L. Spencer, Director AICP Date Department of Community Development APPEALS: The decision of the Land Use Official is final unless appealed to the Bremerton Administrative Hearing Examiner within twenty-one (21) days of this decision. All appeals must be filed at the City of Bremerton Department of Community Development, 345 6th Street, Bremerton, WA 98337. BPI 00044 — Werner Residential Page 3 of 12 SITE DESCRIPTION Lot Size. Parcel Number Zone Acres 202401-1-007-2004 Industrial 8.47 202401-4-009-2006 R-10 4.97 202401-4-008-2007 R-10 14.82 202401-4-003-2002 R-10 29.88 202401-4-004-2001 R-10 9.95 202401-4-005-2000 R-10 5.00 202401-4-006-2009 R-10 5.01 202401-4-007-2008 R-10 5.00 202401-4-010-2003 R-10 4.96 Approx. 88 acres �a Note: Lots proposed for Boundary Line Adjustment (BLA) are located west of the proposed development, but are contiguous to the site. The City has no codified BLA ordinance, and BLA R is exempt from the formal subdivision process provided per BMC 20.12. Topography. The site contains varied topography, including slopes that qualify as moderate to highly geologically "" "; """ hazardous areas. A geotechnical report was provided with the ZONING MAP permit, and is discussed later in this report. (Red Dash is Site) Vegetation. The site is currently forested. Access. Access is planned from Werner Road. Development. The site is undeveloped. An existing gravel road bisects the site and provides access to offsite City utility infrastructure. Utilities. The site will be served by public water and sanitary services. An August 22nd, 2018 Water & Sewer Availability letter details City utilities available to the site. Surrounding Land Uses. Direction Description North Properties to the north of the project are zoned Industrial, and either are developed with industrial uses or are undeveloped lots. South Properties south of the project are zoned R-10, and are undeveloped. A large property to the southwest of the project is zoned City Utility Land which contains City infrastructure and undeveloped land. East Properties east of the project are zoned R-10, and are undeveloped. West Properties west of the project are zoned Industrial, contain an existing gravel mine or are undeveloped. BP 18 00044 — Werner Residential Page 4 of 12 CRITERIA OF APPROVAL & FINDINGS The applicant has applied for Commercial Site Plan Review to ensure that lots resulting from Boundary Line Adjustment (BLA) conform to City regulations. Per BMC 20.54.050(b)(1) no lot may be modified, divided or adjusted in a manner that would violate dimensional, area, or other requirements of the zone in which it is located. This preliminary review is limited to evaluation for compliance with City regulations, and provides no warranty to the BLA approval process; BLA approval is independently processed by the Kitsap County Auditor Recording Office. CRITERIA OF APPROVAL & FINDINGS CRITERIA BMC 20.58.080(f}: A site plan that complies with all applicable development regulations shall be approved, or approved with conditions. The following provides an analysis of project code compliance: I. COMPREHENSIVE PLAN The Comprehensive Plan goals and policies help define the vision for Bremerton's future. The following planning goals and policies support this proposal: Comprehensive Plan Goals & Policies GOAL: LU1: Plan for Bremerton's population and employment growth. GOAL: LU3: Protect Bremerton's natural environment. Policy: LUM Promote land use patterns and development phasing to minimize impacts on natural systems, maximize returns on infrastructure investment, and reduce greenhouse gas emissions. GOAL LU4: Promote community health by allowing opportunities for healthy lifestyle choices. Policy: LU4C: Ensure street design and orientation that encourage pedestrian and bicycle use. GOAL: H2: Encourage the development of a variety of new housing options and densities to meet the changing needs of Bremerton's residents. Policy H2F: Promote a sense of community, or gathering places, within new neighborhoods by creating spaces where residents can interact. GOAL: 1-13: Support access to quality and affordable housing for all Bremerton residents. ANALYSIS. Staff has reviewed the proposed subdivision for conformance with the goals and policies of the Comprehensive Plan; excerpts which support the proposal are provided above. Staff has reviewed the proposed plan for conformance with the Comprehensive Plan and found that it conforms. FINDING. The proposal conforms to the Comprehensive Plan. Il. STATE ENVIRONMENTAL POLICYACT - SEPA (BMC 20.04) SEPA is intended to ensure that environmental values are considered during decision-making by state and local agencies. The SEPA review process considers environmental information (impacts, alternatives, and mitigation) before committing to a particular course of action. ANALYSIS: Per BMC 20.04.100(d)(5), as the proposed development plans excavation of greater than one -thousand cubic yards, SEPA review is required. SEPA mitigation was identified by Staff through the public noticing and application review process; the resulting MDNS was issued concurrent with this decision. BP 18 00044 — Werner Residential Page 5 of 12 Staff has reviewed the proposed plan for conformance with BMC 20.04, and found that it conforms. FINDING: The proposal conforms to the requirements of BMC 20.04. LOW DENSITY RESIDENTIAL ZONE [R-10). BMC 20.60 The intent of the low density residential (R-10) zoning district is to accommodate single-family housing by infilling at a range of lot sizes consistent with urban growth patterns. ANALYSIS: Single family homes are an outright permitted use per BMC 20.60.0200). Open space and stormwater tracts are permitted to support the proposed development. In order to ensure commonly owned property is responsibly maintained, prior to issuance of a Site Development Permit the property owner shall form a Home Owners Association (HOA) which includes Covenants, Conditions, and Restrictions (CC&R) which adequately plan for commonly owned property. The City shall review and approve CC&Rs prior to the applicant recording the document with the Kitsap County Auditor; the permit shall be conditioned as such. Staff has reviewed the proposed lots for conformance with BMC 20.60, which includes minimum standards for density, lot area, and lot dimensions. The minimum proposed lot width is fifty feet, which exceeds the required minimum lot width of thirty feet per BMC 20.60.060(a)(4). The area of all proposed lots are greater than the 4,300 square foot minimum per BMC 20.60.065(d) and less than the 8,712. square foot maximum lot size permitted per BMC 20.60.065(c). Overall project density is 7.8 dwelling units per acre, which conforms with density requirements per BMC 20.60.065(a)&(b). Development standards such as setbacks, , • development coverage, etc. were largely not applicable at this preliminary stage of review, and will instead be reviewed with the Site Development Permit and building permits for individual homes. In order to ensure expectations are understood, the development shall be conditioned to comply with all land -use regulations in place at the time of this permit application. Staff has reviewed the proposed plan for conformance with BMC 20.60, and found that it conforms with this preliminary stage of review. FINDING: As conditioned, the proposal conforms to the requirements of BMC 20.60. 1V. CRITICAL AREAS. BMC 20.14 The purpose a Critical Area Ordinance is to protect the public health, safety, and welfare by establishing provisions to classify, protect, and preserve Bremerton's critical areas and their functions and values by providing standards for development in association with these areas. The identification and protection of critical areas is required by State and local regulation. The proposed development geologically hazardous BP 18 00044 — Werner Residential CRITICAL AREAS MAP (Pink indicates slopes, green is site) Page 6of12 critical areas, wetlands, and a non -fish bearing stream. The following provides an analysis of relevant Critical Areas Ordinance sections. a. GEOLOGICALLY HAZARDOUS AREAS. BMC 20.14.600 The purpose of this code section is to protect human life and property from potential risks related to development on or near geologically hazardous areas. Geologically hazardous areas include areas susceptible to erosion, sliding, geologic events, landslides, and moderate and steep slope areas. ANALYSIS: Kitsap County Critical Areas maps indicate portions of the site may include High Geologically Hazardous Areas. The applicant has provided a N.L. Olson & Associates September 24, 2098 to address any potential needed geologic hazard mitigation. N.L Olson Staff observed slope gradients on average of thirty to fifty percent with slope heights in excess of ten feet. The report notes that the potential for severe to very severe erosion hazards are present onsite; a number of erosion mitigating measures are suggested in the report. All recommendations from this report shall be followed; the permit shall be conditioned as such. Staff finds that the information provided at this stage of development satisfies requirements for BMC 20.14.600, however, this will not preclude the City from requesting further information as the development process proceeds. Please see Building Division comments on page 10 of this report for additional analysis. As the applicant is seeking to develop within a known critical area, per BMC 20.14.130(g) a Notice to Title and Hold Harmless agreement shall be recorded with ' --'=-- each lot prior to Site Development Permit issuance; the permit shall be conditioned as such. Staff has reviewed the proposed plan +) for conformance with BMC 20.14.600, and t r found that it conforms with this preliminary stage of review. FINDING: As conditioned, the proposal conforms to the requirements of BMC 20.14.600. b. WETLANDS. BMC 20.14.300 Wetlands help to maintain water quality, recharge groundwater, and provide important fish and wildlife habitat. All areas within the City meeting the wetland designation criteria are designated as critical areas and are subject to the provisions of this code section. ANALYSIS: During initial conversations with the applicant, Staff indicated that wetland areas were known to be onsite due to utility work previous accomplished in the vicinity by the City, and that accordingly, a wetland report would be required with any request for development. The applicant has provided an April 6, 2098 BGE Environmental, LLC. SITE MAP (Green indicates wetland) BP 18 00044 — Werner Residential Page 7 of 12 Wetland Delineation Report in support of the project; hereafter this report will be referenced as the BGE Wetland Report. The site investigation performed by BGE Staff included areas within three - hundred feet of the site. Two Type IV wetlands were identified, one centrally located onsite (Wetland A), and the other located south, partially outside of the proposed development (Wetland B). Per BMC 2O.14.330(h)(1) a fifty foot buffer is required for a Type IV wetland; the wetlands and buffers have been illustrated on the site plan. No reduction, or other alteration to the buffer is proposed, as the applicant intends on not disturbing these areas during the development process. The BGE Wetland Report indicates that established native vegetation currently exists in the buffer areas. Per BMC 20.14.330(i)(1), to ensure the wetland and it buffer remain intact and undisturbed, the applicant shall place temporary markers which clearly indicate the borders of wetland buffers prior to any earth disturbing work commencing onsite, at this time permanent wetland signs which conform to BMC 20.14.33O(i)(2) shall also be installed; the permit shall be conditioned as such. An outlet pipe is planned in the vicinity of Wetland A that will convey water underneath the adjacent roadway. Though the exact placement of this infrastructure is not known at this time, uses inside of wetlands and their buffers are strictly regulated. At the time of Site Development Permit application submittal, the applicant shall demonstrate conformance with BMC 20.14.33O(h), any request to locate uses within the wetland buffer shall be accompanied by a wetland report prepared by a qualified professional; the permit shall be conditioned as such. Staff has reviewed the proposed plan for conformance with BMC 20.14.300, and found that it conforms with this preliminary stage of review. FINDING: As conditioned, the proposal conforms to the requirements of BMC 20.14.300. c. TYPE N WATER. BMC 20.14.700 The intent of this code section is to avoid impacts to streams, riparian habitat, anadromous fish, and wildlife conservation areas where such avoidance is feasible and reasonable. This section contains standards, guidelines, criteria and requirements intended to identify, evaluate and mitigate potential impacts to habitat conservation areas. ANALYSIS: Kitsap County Critical Areas Maps indicate that two Type N streams may be present in the vicinity of the site. Accordingly, the applicant provided a June 10, 2018 BGE Environmental, LLC. Technical Memorandum which provided an analysis of the two streams noted on County Critical Area maps. BGE Staff confirmed that the stream mapped at the northern border of the site, adjacent to Werner Road, did not exist and so no action was needed in this instance. A stream was confirmed south of the site, which BGE estimates is at least one hundred feet outside the property boundaries of the subject site. Per BMC 20.14.73O(d) Table 1, a Type N stream would require a fifty foot buffer width, and fifteen foot building setback, for a total of sixty-five feet. As the stream is located well outside of the proposed development property boundary, no action is required. Staff has reviewed the proposed BP 18 00044 — Werner Residential Page 8 of 12 plan for conformance with BMC 20.14.700, and found that it conforms with this preliminary stage of review. FINDING: The proposal conforms to the requirements of BMC 20.14.700. V. LANDSCAPING BMC 20.50 The intent of this code section includes encouraging landscaping that contributes to a quality urban environment, maintaining native drought -resistant vegetation, and replacing nonnative and invasive species. ANALYSIS: The applicant has supplied an August 31, 2018 Emily Russell Preliminary Landscaping Plan. The Preliminary Landscaping Plan plans calls for retaining large areas of the site in a native forested condition, replanting any graded but undeveloped areas with xeriscape native vegetation, and providing irrigation as required per BMC 20.50.060(b). Per BMC 20.50.050(x)(1), one street tree is required per twenty-five linear feet of road frontage. The Preliminary Plan calls for six -hundred -thirty-seven street trees to be planted, in order to conform to the minimum requirements. The Preliminary Plan notes that any landscaping proposed within a critical area (steep slopes or wetlands) shall be approved by a qualified professional. A final landscaping plan shall be submitted with the Site Development Permit which is consistent with the August 31, 2018 Emily Russell Preliminary Landscaping Plan and Title 20 of the BMC; the permit shall be conditioned as such. Per BMC 20.50.040(h), all plant material shall be maintained in a healthy growing condition free of weeds, trash or debris through the life and use of the development. Dead, damaged, diseased, or missing plant material shall be replanted or replaced as necessary to comply with the approved landscaping plan and the requirements of the chapter; the permit shall be conditioned as such. Staff has reviewed the proposed plan for conformance with BMC 20.50, and found that it conforms with this preliminary stage of review. FINDING: As conditioned, the proposal conforms to the requirements of BMC 20.14.700. VI. OFF-STREET PARKING, BMC 20.48 The intent of this code section is to require off-street parking and loading facilities in proportion to the parking demand of land uses while minimizing the amount of impervious surface where possible. ANALYSIS: The applicant has demonstrated that each lot will be able to accommodate the required two off-street parking spaces per BMC 20.48.060(i). In addition, the project plans for over a hundred on -street parking spaces. Per BMC 20.48.060(a), driveways and areas used for loading, parking and maneuvering motorized vehicles shall have a paved surface; the permit shall be conditioned as such to ensure compliance. Staff has reviewed the proposed plan for conformance with BMC 20.48, and found that it conforms with this preliminary stage of review. FINDING: As conditioned, the proposal conforms to the requirements of BMC 20.48. VII. NOTICING (BMC 20.02). Public notice is a required for projects of this size, in order to allow members of the public to make their opinions on proposals known before development is approved. ANALYSIS: Public notice was processed as Type II permit with SEPA permitting per BMC 20.02. The public comment period was July 5, 2018 through July 20, 2018. Comments were received from the following parties: BP 18 00044 — Werner Residential Page 9 of 12 PUBLIC COMMENTS: ➢ Jim Haskins, Pyramid Materials. Concerns were noted regarding project proximity to former landfills, and proposed development posing a safety issue for pedestrians and bicycle traffic coexisting with current industrial truck transportation. Staff Response. Applicant provided an August 6, 2018 written response to these concerns, which was provided to the commenting party. City Staff received July 23, 2018 confirmation from the Kitsap County Health District that the proposed project was not within one -thousand feet of any closed landfill, and therefore was not subject to additional regulation related to closed landfills. The applicant relocated the entrance to the proposed development in order to accommodate better traffic safety, and will be constructing all roadways City standard, which includes sidewalks. The proposed road system, and Traffic Impact Analysis report, was reviewed and approved by the City Engineer. ➢ Mark Mauren, Ueland Tree Farm. Concerns were noted regarding stormwater runoff generated by the project and proposed development posing a problem for pedestrians and bicycle traffic. Staff Response. Applicant provided an August 6, 2018 written response to these concerns, which was provided to the commenting party. The City Engineer has reviewed the stormwater analysis provided by the applicant, and found it to comply with City code. The applicant relocated the entrance to the proposed development in order to accommodate better traffic safety, and will be constructing all roadways City standard, which includes sidewalks. The proposed road system, and Traffic Impact Analysis report, was reviewed and approved by the City Engineer. DEPARTMENT COMMENTS: Site plan review is an evaluation of development plans to identify overall compliance with applicable development regulations. Project materials were routed to City departments and reviewed for compliance with relevant regulations, the following comments shall be added as conditions to the permit. ➢ Building Division. 1. Before construction on any structures, roadway or parking areas may be approved, a geotechnical report is required to ensure the structures are on native soil or structural fill that has been placed properly. Geotechnical inspections and tests shall be performed in accordance with the geo-technical engineer's requirement and recommendations. All inspection results or density tests shall be provided to the Department of Community Development prior to requesting any soils related inspections (such as footing or foundation inspections). Required geotechnical inspections: 1) Structural fill and compaction; 2) Soil bearing; 3) Retaining wall and rockery placement; 4) Ongoing site monitoring during wet weather construction; 5) Final grading. ➢ Cross Connection. 1. All irrigation systems for commercial or industrial facilities shall have separate service lines and separate meters. Residential and BPI 00044 — Werner Residential Page 10 of 12 multifamily facilities may install the irrigation system on the domestic supply. This requirement is in place because the wastewater billing fees are tied to water consumption. All facilities with irrigation systems shall have an approved double check valve assembly installed on the service line within (2) two feet of the water meter to proved premises isolation (when the backflow assembly is off, everything on the property will be without water). Systems with chemical addition or auxiliary water supplies will be required to install an approved reduced pressure backflow assembly within (2) feet of the water meter to provide premises isolation. Approved assemblies are assemblies on the current Washington State Department of Health approved assembly list. 2. Fireline: Backflow assemblies (DCDAs) for firelines shall be installed in the mechanical room, less than 75 pipe feet away from where the water supply enters the property at the right-of-way or easement. If the distance to the mechanical room is greater than 75 pipe feet, the backflow assembly shall be installed in an approved vault at the property line or edge of easement where the water supply enters the property. 3. All approved assemblies must be tested by a certified Washington State backflow assembly tester at the time of installation, whenever serviced or moved, and annually thereafter. ➢ Public Works & Engineering. 1. All water, sanitary sewer and storm sewer utility service connection requirements shall be completed per Title 15 of the Bremerton Municipal Code and City Standards. 2. Stormwater quantity and quality mitigation is required. Temporary Erosion/Sedimentation Control will be required. A Stormwater Construction Permit is required through WSDOE. 3. Frontage Improvements are required per BMC 11.12.110. 4. Standard Driveway Approaches are required. See Standard Driveway requirements in current City Standards. 5. Public Right -of -Way dedication will be required. 6. Public Streets are required to be constructed according to City of Bremerton Street Standards for a Local Access Street. 7. All work shall be designed and detailed to meet City of Bremerton Engineering Standards. 8. Temporary Erosion and Sedimentation Control Plan is required 9. Street Lighting shall meet City of Bremerton Street Light Standards. 10. All utility plan review and connection fees shall be paid prior to final occupancy approval. 11. Right -of -Way Permit will be required prior to allowing any work within the public right-of-way. 12. Development shall comply with August 22"d, 2018 Water & Sewer Availability Letter. BP 18 00044 — Werner Residential Page 11 of 12 ➢ Fire Department. 1. An October 16, 2018 Fire Risk Assessment was provided by the Fire Marshal in support of requiring fire sprinklers in single-family homes throughout the proposed development. The assessment relayed that due to response times, and the correlating risk to life and property, fire sprinklers were the only defense capable of mitigating the danger posed to the development should a fire occur. This assessment included citing BMC 18.02.040(a), which reads, "The Fire Code Official retains the authority to impose additional conditions where the official determines it necessary to mitigate identified fire protection impacts. These conditions may include, by way of example and without limitation, increased setbacks, use of fire retardant materials, installation of standpipes, smoke and heat vents, draft curtains, smoke control, fire sprinkler and fire alarm systems, including temporary provisions and without limitation such as fire watch, fire department standby, blocking of roads and additional fire safety inspections." As such, a compliant NFPA 13-D fire sprinkler system is required for each building/residence in the site in addition to standard site requirements for fire flow, fire lanes and access as directed by the International Fire Code and the Bremerton Fire Code; the permit shall be conditioned as such. FINDING: As conditioned, permit noticing satisfies requirements of BMC 20.02. SUMMARY_ Staff has reviewed of land -use regulations relevant to this project, reviewed special reports provided by the applicant, received comment from other City Departments, sought comment from the public and other jurisdictional stakeholders, in keeping with City protocols for the Site Plan Review process. Staff finds that the proposed Commercial Site Plan Review Permit, as conditioned at the beginning of this report, satisfies approval criteria per BMC 20.58.080(f). FINDING: As conditioned, the proposed development satisfies the BMC 20.58.080(f). END OF REPORT BP 18 00044 — Werner Residential Page 12 of 12 CITY OF BREMERTON NOTICE OF APPLICATION AND SEPA DETERMINATION Site Plan Review Permit & SEPA Review (File # BP18 00044): Applicant Harbor Custom Homes proposes 241 detached single-family residential units located on an approximately 88 acre site adjacent to Werner Road (existing parcel #’s 202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4- 006-2009, 202401-4-007-2008, 202401-4-010-2003, & 202401-4-002-2003). Proposal includes constructing public streets, stormwater retention ponds, grading 800,000 cubic yards cut/fill, creating open space areas and other landscaping. DEADLINE FOR COMMENTS: JULY 20, 2018 by 5:00 P.M. The City of Bremerton has received application for the proposal described above. Consistent with the provisions of Bremerton Municipal Code, a fifteen (15) day comment period will be utilized to obtain comments on the Notice of Application. A Mitigated Determination of Nonsignificance (MDNS) is expected to be issued and the optional DNS process, pursuant to WAC 197-11-355, is being used. This may be the only opportunity to comment on the environmental impacts of the proposal. Based on any substantive comments received, the proposal may include mitigation measures under applicable codes, and the project review process may incorporate or require mitigation measures regardless of whether an EIS is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Any person may submit written comments on the application by the time and date above. Any person may also request to receive a copy of the decision once made, and any appeal rights. Please direct any questions, comments or requests for additional information to the DCD, 345 6th Street, Suite 100, Bremerton, WA 98337; or phone Garrett Jackson, Planner at (360) 473-5289, garrett.jackson@ci.bremerton.wa.us. 1Garrett JacksonFrom:Mark Mauren <mauren.wa@gmail.com>Sent:Wednesday, July 18, 2018 6:51 PMTo:Garrett JacksonSubject:SEPA comments regarding permit number BP18 00044Hi Garrett Please accept the following comments regarding permit number BP18 00044. In general, we support this project but have some specific concerns about potential impacts to our ownership to the west of the proposal. Our concerns are related to Public Safety and strormwater runoff. Stormwater runoff The environmental checklist states c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater ponds are proposed to provide water quality and water quantity. Stormwater runoff from the road will be captured and conveyed to four proposed stormwater wet/detention ponds water quality/quantity control. The wet ponds will be sized to contatin the volume of the 6-month storm. Runoff dishcarges into three separate downstream basins. Runoff on the southwest portion of the site discharges to the west, thence the south into downstream wetlands, thence into reserviour number three, and then into Wright creek, ultimitely discharging into Sinclair inlet, Puget sound. Runoff from the northwest portions of the site discharge into Ostrich Bay Creek via City of Bremerton storm conveyance. Ostrich Bay Creek discharges into the south end of Ostrich Bay Puget Sound. Runoff from the much smaller west portion of the site discharges into forested areas, thence into Kitsap Creek, thence into Kitsap Lake. Kitsap Lake discharges into Kitsap Creek, which joins Chico Creek, and discharges into Chico Bay, Puget Sound. Concern I was unable to tell from the information provided if additional stormwater runoff would be leaving the site above what is currently generated and what the conveyance route from the "West Basin" would be? We own the property down hill from the "West Basin" and are concerned about additional run off and the ability of our existing stormwater retention ponds to absorb additional stormwater generated by the proposed development. Public Safety/Traffic The environmental checklist and Traffic Report 2Neither document discusses/addresses site distance and safety issues associated with heavy truck traffic entering and exiting Kitsap Quarry primary entrance on to Werner road which appears to be close to the main entrance of the proposed development. Concern From the drawings it appears that the entrance for the residential traffic is in the same area as our main entrance to Kitsap Quarry. Our main concern is site distance and how the mixing residential traffic with industrial traffic and safety issues associated with pedestrians walking or riding their bikes on Werner road. The traffic report/engineer should analyze and provide a statement regarding the overall safety of Werner road (Vehicle and pedestrian) with additional traffic and pedestrians generated by this proposal. Sincerely Mark Mauren - Mark Mauren Chief Operating Officer Ueland Tree Farm, LLC (253) 307-5900 mauren.wa@gmail.com On Fri, Jul 13, 2018 at 9:24 AM, Garrett Jackson <helpdesk@ci.bremerton.wa.us> wrote: Mr. Mauren, Links to your requested information for Site Plan Review & SEPA permit number BP18 00044 can be below. The comment period ends July 20th. Please let me know if you have any questions. Garrett Jackson City Planner (360) 473 - 5289 Mailing Address: 345 6th Street, Suite 100 Physical Address: 345 6th Street, Suite 600 3 Bremerton, WA 98337 Files attached to this message Filename Size Checksum (SHA256) 1. Environmental Checklist.pdf 146 KB 8e942298e2c86c60a94f6e3ab4430212670f59ce48d62345c4c220851f91f394 2. NOA and SEPA determination.pdf 90.5 KB 1bc263788716f767c96f3db7c228f48f926805e6874f65c4cc7928f4017b849d 3. Wetland Report.pdf 2.52 MB fa53863ea5694bc09ea2c8f2d1cca410584ba678edc1d74916665ae019837da7 4. Wetland Report Addendum.pdf 4.65 MB fc076853a7c79ed7af92a25a1e21c461a50e19d57e92df88b4d8476ec6935c6e 5. Civil Sheets.pdf 75.9 MB cacea469d59c603168424bd7c0d8a24d2a64fb2a1e3c765b1a584eb3a9ef66bf 6. Preliminary Storm Report.pdf 1.95 MB d84076d59b9c48e820f02601e432b3b56cea4c2fbb8acf29f6f4d81b9dbd3d42 7. Preliminary Geotechnical Report.pdf 11.3 MB 542a710a6efd14e274844ad433c38caaff6167fac2dfe14c1ee7a3374936874e 8. Traffic Impact Analysis.PDF 2.3 MB f34fd4dbf83336a39e50aef4440f9bffc48d6467a4169b9b4b26027157485e52 Please click on the following link to download the attachments: https://LiquidFiles.BremertonWA.Gov/message/gldVn3YoMQCVG9QGTqVNfL This email or download link can be forwarded to anyone. The attachments are available until: Sunday, 12 August. Message ID: gldVn3YoMQCVG9QGTqVNfL Download Files Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet.LiquidFiles - Your Files in Your Control LiquidFiles Appliance: https://LiquidFiles.BremertonWA.Gov August 22, 2018 NL Olson Trish Walton PO Box 637 Port Orchard, WA 98366 CONDITIONAL WATER AND SEWER AVAILABILITY TAX LOT #202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003 -2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4- 010-2003. In response to your application for utility services, the City of Bremerton is pleased to advise you that your project is situated within the City's Utility service area. The Utility has facilities and adequate capacity and supply to provide sewer and water service to your proposed project. The requested services are conditionally available to this project as follows: Permitted Land Use Service is requested for the proposed 241 single family residential lot development. Availability of utility services is subject to conformance to the City Comprehensive Land Plan and zoning ordinance. Please contact the Department of Community Development at 473-5275 for specific land use information. Any change in this designated land use or property description will require a new application and render this notice of conditional utility availability null and void. Water Service Water service is available within an easement that runs from Werner Rd, north to south, generally through the middle of the proposed project site. A looped water system will be required through all phases along the Proposed street alignment. The water system static pressure varies based on elevation from an estimated 38 pounds per square inch at the highest street frontage elevation to 70 pounds per square inch at the lowest elevations. Bremerton Municipal Code (BMC 15.02.070) reads: "In the event local conditions result in high pressure (exceeding 80 psi), a pressure reducing valve [a.k.a. pressure regulator] may be required and installed at the expense of the owner. The pressure reducing valve shall remain the property of the property owner who will be solely responsible for its maintenance and operation. (Ord. 4309 §2 (in part), 1991)" Wastewater Service Sanitary Sewer service is available from a gravity collection system near the northeast corner of Parcel No. 202401-4-010-2003. A gravity main extension into the subject project will be required from the existing manhole located near the subject northeast property corner. Stormwater Service Stormwater service is available in the Sylvan Way Right of Way (Southeast corner of subject property) which consist of a 12 inch Corrugated Metal Pipe. Stormwater Mana went The City of Bremerton Stormwater Management Program is dedicated to modifying the flow rate to prevent flooding, and improving the quality of stormwater that flows into Puget Sound. City Ordinance requires adherence to the Stormwater Management Manual for the Puget Sound Basin. Temporary erosion and sediment control Best Management Practices (BMPs) shall be enacted on all building sites pursuant to BMC 15.04. Land Use and Development Standards Compliance Availability of utility services shall be subject to compliance with the following: City of Bremerton Comprehensive Land Use Plan; and the City's development, city street, and subdivision standards. Water and Sewer Hook -un Development of the proposed project and connection to the Utility System shall be completed in accordance with the Department of Utilities Development and Construction Standards, APWA/DOT Specifications, AWWA Standards, and Title 15 of the Bremerton Municipal Code. Payment of Assessments and Fees Payment of applicable assessments and connection fees will be required pursuant to Title 15 and the formalization of a Utility Service Agreement will be required prior to construction. Utility services for the conditions stated herein shall be limited to 180 days from date of approval unless a Utility Service Agreement with the City is executed prior to that time. Should you have any questions, please contact this office at 473-5343 for assistance. We look forward to working with you in providing these services for your project. THIS LETTER IS NOT BINDING UNTIL ALL CONDITIONS ARE MET AND ACCEPTED BY THE CITY OF BREMERTON This Availability Letter is valid for three years Purveyor's Nan, a print): City of Bremerton Signature: Title: Development Engineer Paul C Wandling May 30th, 2018 NL Olson Trish Walton PO Box 637 Port Orchard, WA 98366 CONDITIONAL WATER AND SEWER AVAILABILITY TAX LOT #202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010- 2003. In response to your application for utility services, the City of Bremerton is pleased to advise you that your project is situated within the City's Utility service area. The Utility has facilities and adequate capacity and supply to provide sewer and water service to your proposed project. The requested services are conditionally available to this project as follows: Permitted Land Use Service is requested for the proposed Harbor Custom Homes development. Availability of utility services is subject to conformance to the City Comprehensive Land Plan and zoning ordinance. Please contact the Department of Community Development at 473-5275 for specific land use information. The proposed project is located in Section 20 Township 24 N., Range 1 E., Willamette Meridian; Tax Assessor's lot #202401-1-007-2004, 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010- 2003. Any change in this designated land use or property description will require a new application and render this notice of conditional utility availability null and void. Water Service Water service is available in the Werner Rd Right of Way which consists of a 12 inch Ductile Iron main. Water service is available in the easement that runs from Werner Rd south generally through the middle of the proposed project. The water system pressure is estimated to be 60 pounds per square inch. Bremerton Municipal Code (BMC 15.02.070) reads: “In the event local conditions result in high pressure (exceeding 80 psi), a pressure reducing valve \[a.k.a. pressure regulator\] may be required and installed at the expense of the owner. The pressure reducing valve shall remain the property of the property owner who will be solely responsible for its maintenance and operation. (Ord. 4309 §2 (in part), 1991)” Wastewater Service There is an 8 inch PVC sewer main in the Werner Rd. Right of way. Stormwater Management The City of Bremerton Stormwater Management Program is dedicated to modifying the flow rate to prevent flooding, and improving the quality of stormwater that flows into Puget Sound. City Ordinance requires adherence to the Stormwater Management Manual for the Puget Sound Basin. Temporary erosion and sediment control Best Management Practices (BMPs) shall be enacted on all building sites pursuant to BMC 15.04. Land Use and Development Standards Compliance Availability of utility services shall be subject to compliance with the following: City of Bremerton Comprehensive Land Use Plan; and the City’s development, city street, and subdivision standards. Water and Sewer Hook-up Development of the proposed project and connection to the Utility System shall be completed in accordance with the Department of Utilities Development and Construction Standards, APWA/DOT Specifications, AWWA Standards, and Title 15 of the Bremerton Municipal Code. Payment of Assessments and Fees Payment of applicable assessments and connection fees will be required pursuant to Title 15 and the formalization of a Utility Service Agreement will be required prior to construction. Utility services for the conditions stated herein shall be limited to 180 days from date of approval unless a Utility Service Agreement with the City is executed prior to that time. Should you have any questions, please contact this office at 473-2343 for assistance. We look forward to working with you in providing these services for your project. THIS LETTER IS NOT BINDING UNTIL ALL CONDITIONS ARE MET AND ACCEPTED BY THE CITY OF BREMERTON This Availability Letter is valid for three years. Purveyor's Name (please print): City of Bremerton Public Works & Utilities Signature: _______________________________________ Title: Development Engineer Paul C Wandling Mailing Address: City of Bremerton th 345 6 Street Ste. 600 Attn: Joe Keller Bremerton, WA 98337 Landscaping in Critical Areas: Any required landscaping within wetlands and their buffers shall comply with BMC 20.14.300 and shall be approved by a qualified biologist. Any required landscaping within geologically hazardous areas and their buffers shall comply withBMC 20.14.600 and shall be approved by a qualified geologist. Untouched forested areas per BMC 20.50.040(e) undeveloped portions of property not devoted to landscaping shall remain with existing vegetation, including significant trees, as provided for in BMC 20.50.050(d), but excluding plants that can be classified as noxious weeds or as nvasive species. Any tree planted within five feet of the right of way shall have a root barrier of at least 24 inches in depth installed Mixed Vegetation: Per BMC 20.50.050(x)(2) planting shall include a mix of trees, shrubs, groud covers, turf grasses, or combination thereof; non -living materials shall not exceed twenty percent of the landscaped area within 2 years of planting. Irrigation: Except for areas of undisturbed existing vegetation, all landscape areas that do not have high soil moisture conditions shall have temporary or permanent irrigation systems. Temporary systems may be removed after 24 months or 2 growing seasons, whichever occurs first; provided that the plantings are established. Permanent irrigation shall conform with BMC20.50.060(b)(3) Regraded areas to be replanted with xeriscape native planting: _ Ex: Shore Pine, Doug Fir, Vine Maple, Elderberry, Serviceberry, Mock Orange, Oregon Grape, Flowering Currant, Snowberry, Native Strawberry Small shrubs: 1 G. 3' O.C. Medium shrubs: 12" H. min, 4' O.C. Large shrubs: 12" h. min, 5' O.C. Wetlands seed mix Plant Legend: D: Decid, E: Evergreen, PER: Perennial, GC: Ground Cover, DT: Drought Tol, N: Native, DR: Deer Resist ID Qty Botanical Name Common Name Scheduled Size Remarks ACEP-K 220 Acer platanoides'Keithsform' Norwegian Sunset Maple 1.5" D, DT, med. street tree, fall color ACER-K 185 Acer rubrum 'Karpick' Karpick Maple 1.5" C. D, DT, tall narrow street tree to 40', fall color LIRI-T 71 Liriodendron tulipifera Tulip Tree 1.5" C. D, DT, Medium columnar street tree MAL -A 41 Malus'Adirondack' Flowering Crabapple 1.5" C. D, DT, small upright tree to 15', edible fruit, white spring flowers MAL -T 120 Malus'Tschonoskii' Flowering Crabapple 1.5" C. D, DT, Narrow tree to 30', edible fruit, white spring flowers 637 Street trees x 25' spacing= 15,925' of linear street length ACEP-K Acer platanoides 'Keithsform' LIRI-T Liriodendron tulipifera A( -PP -V Arar n ihn im Wnrnirrk' I City of Bremerton Department of Community Development 345 - 6th Street, Suite 600 Bremerton, WA 98337-1873 Phone: (360) 473-5275 Fax: (360) 473-5278 SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 1 of 17 ENVIRONMENTAL CHECKLIST UPDATED 2014 Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision- making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B - Environmental Elements –that do not contribute meaningfully to the analysis of the proposal. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 2 of 17 A. background 1. Name of proposed project, if applicable: Werner Road Residential Development 2. Name of applicant: Harbor Custom Homes 3. Address and phone number of applicant and contact person: 11515 Burnham Drive NW Gig Harbor, WA 98332 Attn: Sterling Griffin 253-686-3562 4. Date checklist prepared: 5. Agency requesting checklist: City of Bremerton Department of Community Development 6. Proposed timing or schedule (including phasing, if applicable): Project is scheduled to begin summer 2018 / No Phasing is proposed. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No future additions or expansions are planned at this time. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Wetland report prepared by BGE Environmental dated April 6, 2018. 9.Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. None Known 10.List any government approvals or permits that will be needed for your proposal, if known. Site Plan Review, SEPA Review, City of Bremerton Design Board Review, Building Permit Review, Site Development Permit, NPDES, Permit to work in the Right-of-Way, Forest Practice Permit (other permits may be required). Technical Memorandum by BGE Environmental dated June 18, 2018. June 25, 2018 SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 3 of 17 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) The project proposes developing approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 241 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The project is located to the South of 7500 Werner Road in West Bremerton. Southwest Quarter of the Southeast Quarter of the Northeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., Kitsap County, Washington. Tax Parcel No’s: 4597-000-001-0000, 030-0005, 017-0002, 085-0009, 096-0006,141-0001, 112-0105, 150- 0009, 232-0001, 217-0000, 250-0008, 286-0006, 104-0006, 118-0000, 113-0005, 289-0003, 457-0009, 202401-4-001-2004 002-2003, 009-2006, 010-2003, 005-2002, 008-2007, 007-2008, 006- 2009, 005-2000, 003-2002, 004-2001, B.ENVIRONMENTAL ELEMENTS 1.Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is approximately 40-50%, with more typical slopes being 15%. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 4 of 17 At the locations of TP-12, TP-13 and TP-14, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades. The rock out crops and bedrock consist of slightly weathered basalt. For a preliminary delineation of the exposed rock outcrops and shallow bedrock observed on the site, please see the Site Plan- Figure 2. The topsoil 2” to 8” was underlain by medium dense to dense silty sand/ sandy silt with gravel, cobbles and roots. The silty sand was observed 0.5 feet to 5 feet below current site grades. In general, a weathered, oxidized, silty sand loose to medium dense was encountered top two feet. The silty sand was variable in depth down to roughly 13 feet. Silt (ML) and clay (CL) soils was also encountered in some of the test pit excavations. Along the surface of the bedrock, basalt, a zone of moderately weathered rock mixed with heavily Iron Oxide stained silty sand was encounter below silty sand. The basalt was observed roughly one foot to 13 feet below current site grades. Below the weathered zone of basalt, the rock graded to a hard, dark greenish- gray basalt that was slightly weathered. d.Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None observed e.Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Proposed cut = 400,000 cy Proposed fill = 400,000 cy Quantities are approximate f.Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Yes. Earthwork including clearing and grading could result in erosion due to exposed soils. However, provisions will be in place to minimize erosion and sedimentation and prevent silt laden water from discharge from the site in compliance with City of Bremerton and WDOE permit requirements. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 21.87% of the site will be covered by impervious surface (concrete, asphalt, or buildings). h.Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Best Management practices (BMPs) from the WDOE Stormwater Management Manual for Western Washington {SWMMWW) for Temporary Erosion/Sedimentation Control (TESC) Plan will be applied to the maximum extent SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 5 of 17 possible during and after construction, to preserve the quality of stormwater leaving the site. Stormwater controls proposed include silt fence, storm drain inlet protection, and sediment ponds. 2. Air a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Dust and diesel exhaust will be produced on site during construction. Auto emissions after the completion of the project. b.Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No c. Proposed measures to reduce or control emissions or other impacts to air, if any: Construction vehicles will conform to all applicable Washington State Emission Control requirements. All emissions will comply with the requirements put forth in the Puget Sound Air Quality Authority. 3. Water a. Surface Water: 1)Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. Yes, please see Wetland Delineation Report dated April 6, 2018 by BGE Enviornmental, LLC. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes, see Wetland Report prepared by BGE Environmental dated April 6, 2018. 3)Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. and Technical Memorandum by BGE Environmental Dated June 16,2018. Technical Memorandum by BGE Environmental dated June 18, 2018. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 6 of 17 Wetland “A” will have an outlet pipe to convey the water under the proposed road. Exact configuration to be determined. 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. N/A 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b.Ground Water: 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. No 2)Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals. . . ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None c. Water runoff (including stormwater): 1)Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater ponds are proposed to provide water quality and water quantity. Stormwater runoff from the road will be captured and conveyed to four proposed stormwater wet/detention ponds water quality/quantity control. The wet ponds will be sized to contatin the volume of the 6-month storm. Runoff dishcarges into three separate downstream basins. Runoff on the southwest portion of the site discharges to the west, thence the south into downstream wetlands, thence into reserviour number three, and then into Wright creek, ultimitely discharging into Sinclair inlet, Puget sound. Runoff from the northwest portions of the site discharge into Ostrich Bay Creek via City of Bremerton storm conveyance. Ostrich Bay Creek discharges into the south end of Ostrich Bay Puget Sound. Runoff from the much smaller west portion of the site discharges into forested areas, thence into Kitsap Creek, thence into Kitsap Lake. Kitsap Lake discharges into Kitsap Creek, which joins Chico Creek, and discharges into Chico Bay, Puget Sound. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 7 of 17 2)Could waste materials enter ground or surface waters? If so, generally describe. Yes, waste materials such as fuels and oils from automobiles and other materials associated with residential developments. However, water quality treatment measures in compliance with City of Bremerton requirements will be in place. 3)Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. No, proposed drainage is designed to mimic the existing patterns as much as possible. d. Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: Stormwater quality / quantity mitigation efforts will be reviewed and approved by City of Bremerton. 4.Plants a.Check the types of vegetation found on the site: _x__deciduous tree: alder, maple, aspen, other _x__evergreen tree: fir, cedar, pine, other _x__shrubs _x__grass ____pasture ____crop or grain ____ Orchards, vineyards or other permanent crops. ____ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other ____water plants: water lily, eelgrass, milfoil, other ____other types of vegetation b. What kind and amount of vegetation will be removed or altered? 61.62 acres of trees will be removed, mostly pine. c. List threatened and endangered species known to be on or near the site. None known d.Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 8 of 17 Landscaping typical to residential community designed to enhance the amenities of the site. e. List all noxious weeds and invasive species known to be on or near the site. Blackberries / Scotchbroom 5.Animals a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: Squirrels, Raccoons fish: bass, salmon, trout, herring, shellfish, other ________ b. List any threatened and endangered species known to be on or near the site. No, none are known to be on or near the site. c. Is the site part of a migration route? If so, explain. No d.Proposed measures to preserve or enhance wildlife, if any: None other than landscape plantings e. List any invasive animal species known to be on or near the site. None known 6.Energy and natural resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will generally be utilized for energy needs for future homes. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: None SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 9 of 17 7. Environmental health a.Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. Minimal risk of spills and fire during construction. 1)Describe any known or possible contamination at the site from present or past uses. None known 2)Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. None known 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. Small amounts of materials on-site typical of construction when construction is taking place. Materials typical for residential maintenance when residences are in place. 4)Describe special emergency services that might be required. None 5)Proposed measures to reduce or control environmental health hazards, if any: None b.Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indi- cate what hours noise would come from the site. Short term noise associated with construction that will be limited to day time hours. Long term noise will be that associated with a residential neighborhood. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 10 of 17 3)Proposed measures to reduce or control noise impacts, if any: None 8. Land and shoreline use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The site and surrounding properties are currently residential and commercial. b.Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? No 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No c.Describe any structures on the site. None d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? The site is currently zoned Low Density Residential / for the park and storm tract abutting Werner Road the Zoning is Industrial f. What is the current comprehensive plan designation of the site? Low Density Residential / Industrial g. If applicable, what is the current shoreline master program designation of the site? N/A h.Has any part of the site been classified as a critical area by the city or county? If so, specify. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 11 of 17 The south and west portions of the site are listed as a High Geologic Hazard area. The site has been initially evaluated by a geotechnical engineer, and will be further evaluated as required. i.Approximately how many people would reside or work in the completed project? 241 Residential Lots will be created j.Approximately how many people would the completed project displace? None k.Proposed measures to avoid or reduce displacement impacts, if any: NONE L.Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proposal will comply with all applicable City of Bremerton Land Use Regulations. m. Proposed measures to ensure the proposal is compatible with nearby agricultural and forest lands of long-term commercial significance, if any: None 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, mid- dle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. None c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 12 of 17 TBD - SFR b. What views in the immediate vicinity would be altered or obstructed? None expected c. Proposed measures to reduce or control aesthetic impacts, if any: None 11.Light and glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Evening lighting from street lighting and the buildings will be produced b.Could light or glare from the finished project be a safety hazard or interfere with views? No c. What existing off-site sources of light or glare may affect your proposal? None d.Proposed measures to reduce or control light and glare impacts, if any: None 12.Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Pendergast Regional Park b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: There will be multiple park areas with playground equipment located throughout the development. There will also be approximately a mile and a half of walking trails. 13. Historic and cultural preservation SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 13 of 17 a.Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers located on or near the site? If so, specifically describe. No b.Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. None Known c.Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. N/A d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None 14.Transportation a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. Site access is provided off of Werner Road via Loxie Eagan Blvd. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? Yes, there are bus stops at Werner & Nollwood Lane (approximately ¼ mile from proposed entrance to site). c.How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate? None / None d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). Yes. The project will involve construction of public roads bordering the site. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 14 of 17 e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No f.How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? A total of 2,775 average daily trips, see Traffic Impact Analysis dated April 10, 2018 by Gibson Traffic Consultants, Inc. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. No h. Proposed measures to reduce or control transportation impacts, if any: None 15.Public services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. Increase on public service as expected for a middle size neighborhood, including fire, police, and schools. b. Proposed measures to reduce or control direct impacts on public services, if any. N/A 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Power, gas, water and sewer. City of Bremerton Department of Community Development 345 - 6th Street, Suite 600 Bremerton, WA 98337-1873 Phone: (360) 473-5275 Fax: (360) 473-5278 SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 1 of 17 ENVIRONMENTAL CHECKLIST UPDATED 2014 Purpose of checklist: Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for applicants: This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use “not applicable” or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision- making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies: Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of checklist for nonproject proposals: For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non-projects) questions in Part B - Environmental Elements –that do not contribute meaningfully to the analysis of the proposal. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 2 of 17 A. background 1. Name of proposed project, if applicable: Werner Road Residential Development 2. Name of applicant: Harbor Custom Homes 3. Address and phone number of applicant and contact person: 11515 Burnham Drive NW Gig Harbor, WA 98332 Attn: Sterling Griffin 253-686-3562 4. Date checklist prepared: April 20, 2018 5. Agency requesting checklist: City of Bremerton Department of Community Development 6. Proposed timing or schedule (including phasing, if applicable): Project is scheduled to begin summer 2018 / No Phasing is proposed. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No future additions or expansions are planned at this time. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Wetland report prepared by BGE Environmental dated April 6, 2018. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. None Known 10. List any government approvals or permits that will be needed for your proposal, if known. Site Plan Review, SEPA Review, City of Bremerton Design Board Review, Building Permit Review, Site Development Permit, NPDES, Permit to work in the Right-of-Way, Forest Practice Permit (other permits may be required). Technical Memorandum by BGE Environmental dated June 18, 2018. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 3 of 17 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) The project proposes developing approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 241 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The project is located to the South of 7500 Werner Road in West Bremerton. Southwest Quarter of the Southeast Quarter of the Northeast Quarter of Section 20, Township 24 North, Range 1 East, W.M., Kitsap County, Washington. Tax Parcel No’s: 4597-000-001-0000, 030-0005, 017-0002, 085-0009, 096-0006,141-0001, 112-0105, 150- 0009, 232-0001, 217-0000, 250-0008, 286-0006, 104-0006, 118-0000, 113-0005, 289-0003, 457-0009, 202401-4-001-2004 002-2003, 009-2006, 010-2003, 005-2002, 008-2007, 007-2008, 006- 2009, 005-2000, 003-2002, 004-2001, B.ENVIRONMENTAL ELEMENTS 1.Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other _____________ b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is approximately 40-50%, with more typical slopes being 15%. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 4 of 17 At the locations of TP-12, TP-13 and TP-14, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades. The rock out crops and bedrock consist of slightly weathered basalt. For a preliminary delineation of the exposed rock outcrops and shallow bedrock observed on the site, please see the Site Plan- Figure 2. The topsoil 2” to 8” was underlain by medium dense to dense silty sand/ sandy silt with gravel, cobbles and roots. The silty sand was observed 0.5 feet to 5 feet below current site grades. In general, a weathered, oxidized, silty sand loose to medium dense was encountered top two feet. The silty sand was variable in depth down to roughly 13 feet. Silt (ML) and clay (CL) soils was also encountered in some of the test pit excavations. Along the surface of the bedrock, basalt, a zone of moderately weathered rock mixed with heavily Iron Oxide stained silty sand was encounter below silty sand. The basalt was observed roughly one foot to 13 feet below current site grades. Below the weathered zone of basalt, the rock graded to a hard, dark greenish- gray basalt that was slightly weathered. d.Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None observed e.Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Proposed cut = 400,000 cy Proposed fill = 400,000 cy Quantities are approximate f.Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Yes. Earthwork including clearing and grading could result in erosion due to exposed soils. However, provisions will be in place to minimize erosion and sedimentation and prevent silt laden water from discharge from the site in compliance with City of Bremerton and WDOE permit requirements. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 21.87% of the site will be covered by impervious surface (concrete, asphalt, or buildings). h.Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Best Management practices (BMPs) from the WDOE Stormwater Management Manual for Western Washington {SWMMWW) for Temporary Erosion/Sedimentation Control (TESC) Plan will be applied to the maximum extent SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 5 of 17 possible during and after construction, to preserve the quality of stormwater leaving the site. Stormwater controls proposed include silt fence, storm drain inlet protection, and sediment ponds. 2. Air a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Dust and diesel exhaust will be produced on site during construction. Auto emissions after the completion of the project. b.Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No c. Proposed measures to reduce or control emissions or other impacts to air, if any: Construction vehicles will conform to all applicable Washington State Emission Control requirements. All emissions will comply with the requirements put forth in the Puget Sound Air Quality Authority. 3. Water a. Surface Water: 1)Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. Yes, please see Wetland Delineation Report dated April 6, 2018 by BGE Enviornmental, LLC. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes, see Wetland Report prepared by BGE Environmental dated April 6, 2018. 3)Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. and Technical Memorandum by BGE Environmental Dated June 16,2018. Technical Memorandum by BGE Environmental dated June 18, 2018. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 6 of 17 Wetland “A” will have an outlet pipe to convey the water under the proposed road. Exact configuration to be determined. 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. N/A 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b.Ground Water: 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. No 2)Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals. . . ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None c. Water runoff (including stormwater): 1)Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater ponds are proposed to provide water quality and water quantity. Stormwater runoff from the road will be captured and conveyed to four proposed stormwater wet/detention ponds water quality/quantity control. The wet ponds will be sized to contatin the volume of the 6-month storm. Runoff dishcarges into three separate downstream basins. Runoff on the southwest portion of the site discharges to the west, thence the south into downstream wetlands, thence into reserviour number three, and then into Wright creek, ultimitely discharging into Sinclair inlet, Puget sound. Runoff from the northwest portions of the site discharge into Ostrich Bay Creek via City of Bremerton storm conveyance. Ostrich Bay Creek discharges into the south end of Ostrich Bay Puget Sound. Runoff from the much smaller west portion of the site discharges into forested areas, thence into Kitsap Creek, thence into Kitsap Lake. Kitsap Lake discharges into Kitsap Creek, which joins Chico Creek, and discharges into Chico Bay, Puget Sound. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 7 of 17 2)Could waste materials enter ground or surface waters? If so, generally describe. Yes, waste materials such as fuels and oils from automobiles and other materials associated with residential developments. However, water quality treatment measures in compliance with City of Bremerton requirements will be in place. 3)Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. No, proposed drainage is designed to mimic the existing patterns as much as possible. d. Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: Stormwater quality / quantity mitigation efforts will be reviewed and approved by City of Bremerton. 4.Plants a.Check the types of vegetation found on the site: _x__deciduous tree: alder, maple, aspen, other _x__evergreen tree: fir, cedar, pine, other _x__shrubs _x__grass ____pasture ____crop or grain ____ Orchards, vineyards or other permanent crops. ____ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other ____water plants: water lily, eelgrass, milfoil, other ____other types of vegetation b. What kind and amount of vegetation will be removed or altered? 61.62 acres of trees will be removed, mostly pine. c. List threatened and endangered species known to be on or near the site. None known d.Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 8 of 17 Landscaping typical to residential community designed to enhance the amenities of the site. e. List all noxious weeds and invasive species known to be on or near the site. Blackberries / Scotchbroom 5.Animals a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds: hawk, heron, eagle, songbirds, other: mammals: deer, bear, elk, beaver, other: Squirrels, Raccoons fish: bass, salmon, trout, herring, shellfish, other ________ b. List any threatened and endangered species known to be on or near the site. No, none are known to be on or near the site. c. Is the site part of a migration route? If so, explain. No d.Proposed measures to preserve or enhance wildlife, if any: None other than landscape plantings e. List any invasive animal species known to be on or near the site. None known 6.Energy and natural resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity will generally be utilized for energy needs for future homes. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: None SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 9 of 17 7. Environmental health a.Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. Minimal risk of spills and fire during construction. 1)Describe any known or possible contamination at the site from present or past uses. None known 2)Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. None known 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. Small amounts of materials on-site typical of construction when construction is taking place. Materials typical for residential maintenance when residences are in place. 4)Describe special emergency services that might be required. None 5)Proposed measures to reduce or control environmental health hazards, if any: None b.Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indi- cate what hours noise would come from the site. Short term noise associated with construction that will be limited to day time hours. Long term noise will be that associated with a residential neighborhood. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 10 of 17 3)Proposed measures to reduce or control noise impacts, if any: None 8. Land and shoreline use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The site and surrounding properties are currently residential and commercial. b.Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? No 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No c.Describe any structures on the site. None d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? The site is currently zoned Low Density Residential / for the park and storm tract abutting Werner Road the Zoning is Industrial f. What is the current comprehensive plan designation of the site? Low Density Residential / Industrial g. If applicable, what is the current shoreline master program designation of the site? N/A h.Has any part of the site been classified as a critical area by the city or county? If so, specify. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 11 of 17 The south and west portions of the site are listed as a High Geologic Hazard area. The site has been initially evaluated by a geotechnical engineer, and will be further evaluated as required. i.Approximately how many people would reside or work in the completed project? 241 Residential Lots will be created j.Approximately how many people would the completed project displace? None k.Proposed measures to avoid or reduce displacement impacts, if any: NONE L.Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proposal will comply with all applicable City of Bremerton Land Use Regulations. m. Proposed measures to ensure the proposal is compatible with nearby agricultural and forest lands of long-term commercial significance, if any: None 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, mid- dle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. None c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 12 of 17 TBD - SFR b. What views in the immediate vicinity would be altered or obstructed? None expected c. Proposed measures to reduce or control aesthetic impacts, if any: None 11.Light and glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Evening lighting from street lighting and the buildings will be produced b.Could light or glare from the finished project be a safety hazard or interfere with views? No c. What existing off-site sources of light or glare may affect your proposal? None d.Proposed measures to reduce or control light and glare impacts, if any: None 12.Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Pendergast Regional Park b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: There will be multiple park areas with playground equipment located throughout the development. There will also be approximately a mile and a half of walking trails. 13. Historic and cultural preservation SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 13 of 17 a.Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers located on or near the site? If so, specifically describe. No b.Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. None Known c.Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. N/A d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None 14.Transportation a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. Site access is provided off of Werner Road via Loxie Eagan Blvd. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? Yes, there are bus stops at Werner & Nollwood Lane (approximately ¼ mile from proposed entrance to site). c.How many additional parking spaces would the completed project or non-project proposal have? How many would the project or proposal eliminate? None / None d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). Yes. The project will involve construction of public roads bordering the site. SEPA Environmental checklist (WAC 197-11-960) May 2014 Page 14 of 17 e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No f.How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? A total of 2,775 average daily trips, see Traffic Impact Analysis dated April 10, 2018 by Gibson Traffic Consultants, Inc. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. No h. Proposed measures to reduce or control transportation impacts, if any: None 15.Public services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. Increase on public service as expected for a middle size neighborhood, including fire, police, and schools. b.Proposed measures to reduce or control direct impacts on public services, if any. N/A 16.Utilities a.Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other ___________ b.Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Power, gas, water and sewer. 4.Title Holder: NAME: Applicant ADDRESS: -------------------------------CITY: STATE: ZIP -----------------------------TELEPHONE: Work: Home/ Cell: ----------- 5.Specific Property Location (address or general vicinity): North 1/2 of the NW 1/4 of the NE 1/4 of the SE 1/4 in Section 20, Township 24 North, Range 1 East, W .M. in Kitsap County, Washington. 6.Current Zoning Designation: Industrial / Low Density Residential 7.Comprehensive Plan Designation: Industrial/ Low Density Residential 8.Size of Site/ Lot (indicate the total square footage of the land area): 79.57 Acres 9.Summary of Proposal: Describe your proposal as clearly and concisely as possible. Attach separate sheets if necessary. If Demolition is proposed, describe the exterior and/or interior work to be performed. The project proposes to develop approximately 58 acres of an approximately 88 acre site (11 existing lots total) into 241 residential lots with parks and open space, and an industrial site for future storage facility or similar industrial use. City of Bremerton 2 of 10 Revision: March 2008 10.Lot Development Requirements a.GENERAL STANDARDS Standard Existing·· New Front Yard Setback (in feet) 15' Rear Yard Setback (in feet) 15' Side Yard Setback (in feet) 5' Side Yard Setback (in feet) 5' Height (in feet) 35' Lot Coverage [ calculation: (all areas covered by any 42% roof) 7 (lot area) X (100)] Number of Residential Dwellings 241 Residential Density (Dwellings per acre (1 acre =7.8 43,560 square feet) 11.Parking Requirements b.PARKING LOT STANDARDS (See BMC 20.48.050)NIA Standard Existin2 New Front Yard Setback (in feet) Rear Yard Setback (in feet) Side Yard Setback (in feet) Side Yard Setback (in feet) City of Bremerton 3 of 10 Revision: March 2008 b.GENERAL LANDSCAPING (Dimensions of area and strips, and square footage) (See BMC 20.50) Landscape plans to be provided with final design Standard Existin2 New Total Front Yard Setback Area Rear Yard Setback Area All Side Yard Setback Areas Front Yard Setback Parking Area Interior Parking Lot Landscaping Area (10 sq. ft. per space) Free-standing Signs Landscaping Area TOTAL i .• H[�•SCAPIN Note: Non-residential developments of one (1) acre or greater are required to provide 15 percent of the lot as landscaped. c.STREET TREES Number of Existing Trees ____ _ Number of Proposed Trees (1 per 25 lineal feet of street frontage) ______ _ d.CLEAR VISION AREA N/A A clear-vision area shall be maintained at the intersections of streets, alleys and commercial driveways, or combination thereof. The clear vision area shall be clear of any obstruction within a vertical area extending from three (3) feet to eight (8) feet above the ground. Please review the requirements under Bremerton Municipal Code Title 20. □Check here if your proposal complies with clear vision area requirements. City of Bremerton 5 of 10 Revision: March 2008 No Existing Street Trees ~300 W WERNER ROAD WETLAND DELINEATION APRIL 6, 2018 BGE18_0060 BGE ENVIRONMENTAL, LLC. WETLAND CONSULTING AND LAND USE PLANNING W WERNER ROAD WETLAND DELINEATION APRIL 6, 2018 PROJECT LOCATION W WERNER ROAD BREMERTON, WA 98312 TAX ACCOUNT 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002 202401-4-004-2001, 202401-4-005-2000, 202401-4-006-2009 202401-4-007-2008, 202401-4-010-2003 SE ¼ S 20, T 24, R 01 E, W.M. PREPARED FOR HARBOR CUSTOM HOMES LLC 11515 BURNHAM DRIVE NW GIG HARBOR, WA 98332 PREPARED BY BGE ENVIRONMENTAL LLC 2102 BRASHEM AVE BREMERTON, WA 98310 360.710.6066 www.bgeenvironemental.com BGE18_0060 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 1 | PAGE INTRODUCTION Harbor Custom Homes (Client) requested a wetland delineation to 80-acres of undeveloped land compiled from multiple parcels off W Werner Rd, in the City of Bremerton, Kitsap County, Washington. The investigation area is defined to parcel identifications per Kitsap County Tax Assessor Numbers; 202401-4-009-2006, 202401-4-008-2007, 202401-4-003-2002, 202401-4-004- 2001, 202401-4-005-2000, 202401-4-006-2009, 202401-4-007-2008, 202401-4-010-2003. Regional setting for the investigation area is Section 20, Township 24, Range 01E, SE Qtr. The investigation area is a mature mixed forested landcover consisting of ridges and valleys aligned north to south. The landform topography is higher to the west undulating through the ridges with a steepening decline eastward. The investigation boundaries terminate along the toe-of-slope east. A utility easement road divides the investigation east to west. Additional rough logging roads, mostly abandoned, are encountered throughout. Two wetlands were identified to the investigation area, Wetland A and Wetland B. The wetland findings are presented in this report. The area of review includes the presence or absence of additional wetlands within 300 ft of the proposed development, a residential plat. This wetland delineation report is provided for compliance with the City of Bremerton, Title 20.14.300 Wetlands, Bremerton Municipal Code (BMC) and includes the following: • Site description and area of assessment; • Background research and identification of potentially regulated critical areas, wetland and surface waters; • Investigation, determination, and assessment of jurisdictional wetlands; and • Review of regulations and standard buffer requirements fo r wetlands. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 2 | PAGE METHODS Resource information in the public-domain was reviewed for this delineation. Data researched included relevant mapping from U.S. Fish and Wildlife Service, Washington State Department of Fish and Wildlife (WDFW), and Washington Department of Natural Resources (WDNR) Natural Heritage Database, and the Kitsap County GIS mapping resource. Reference sources are summarized in Appendix A. The wetlands and surface waters were assessed by a Professional Wetland Scientist (PWS) on 12, 26, and 28 January 2018. All wetland determinations were completed using observable and documented assessments of vegetation, hydrology, and soils. Wetland bound aries were determined using the Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region. Wetland Regulatory Assistance Program, Army Corps of Engineer. May 2010. Areas meeting the criteria set forth in the Regional Supplement were determined to be wetland. Soil, Vegetation, and Hydrologic parameters were sampled at several locations along the wetland boundary for confirmation of jurisdiction. To mark the boundary between wetlands and uplands, orange surveyor’s flagging was alpha- numerically labeled and tied to vegetation or wood lath along the wetland boundary. Delineated wetlands were classified using the Western Washington Wetland Rating System-2014 by the Department of Ecology (Ecology). OHWM’s were confirmed with Ecology method for Determining the Ordinary High Water Mark on Streams in Washington State (Olson, 2008) and definitions provided in RCW 77.55.011 (11) and WAC 220.16.030. Drainages not associated with wetland conditions were driven by a consistent and observable bank which provided a conservative, yet clear demarcation of a surface water conveyance. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 3 | PAGE EXISTING CONDITIONS The investigation area is rectangular in shape, set north to south. Access is off W Werner Rd from the north, via a dirt easement road that dvides the area west to east. The investigation area is deciduous dominate mature forest with steep to moderate slopes that undulated from ridge to valley. The trending topography is a steady decline west to east. Understory was open to dense throughout. Logging roads were rough and abandoned. Surrounding land use is aggregate mining and undeveloped forest land to th e southwest. Single- family residences and urban centers are dominate to the northeast. Kitsap lake resides to the north while the Sinclair Inlet finger of the Puget Sound is located to the south. Kitsap County Critical Areas maps have the southeast portio n of the investigation area mapped as a high hazard geological area. Two Type N waters are shown north and south of the investigation area. Soil series are Alderwood gravelly sandy loam, 8 to 15 percent slopes and Kilchis-Shelton complex, 30 to 70 percent slopes. Priority Habitat and Species mapped within the vicinity are not closer than 600 ft from the project area. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 4 | PAGE FINDINGS WETLAND DELINEATION The investigation area was assessed on 12, 26, and 28 January of 2018. The typical ambient temperatures ranged from 36° to 52° F. The field assessment and wetland determinations and delineations were conducted by Robbyn Myers, a Professional Wetland Scientist (#1286 Certification under the Society of Wetland Scientists). A routine wetland delineation was performed. A summary of precipitation leading to the field review and throughout the month is provided below Total Monthly Precipitation Precipitation One Week Prior Precipitation Two Weeks Prior Average Monthly Precipitation Deviation from Monthly Average January 12 12.19 inches 3.12 inches 5.17 inches 8.89 inches +3.30 inches January 26 12.19 inches 3.84 inches 5.69 inches 8.89 inches +3.30 inches January 28 12.19 inches 4.62 inches 6.49 inches 8.89 inches +3.30 inches https://www.accuweather.com/en/us/bremerton-wa/98337/january-weather/331425?monyr=1/1/2018&view=table The site investigation confirmed two jurisdictional wetlands within the project area. The on -site wetlands are described in detail below and summarized later in this Chapter. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 5 | PAGE WETLAND A CATEGORY IV The wetland was identified center to the investigation area west of access easement. The area is an elongated depression seasonally flooded and supporting emergent species. Vegetation observed included red alder (Alnus rubra, FAC), slough sedge (Carex obnupta, OBL), and spiraea (Spiraea douglasii, FACW). Soils were a black 10YR2/1 loam over a mix of 2.5YR 6/2 with 7.5YR 6/8 and 10YR 5/1 clay loam. Hydrology was confirmed with the presence of a high- water table and sparsely vegetated concave surfaces. Hydrogeomorphic (HGM) classification is depressional. Cowardin definition PEM. The wetland is a Category IV with a Habitat value of 6. WETLAND B CATEGORY IV The wetland was identified off-site along the southern boundary of the investigation area near the main dirt road as it turns west. The wetland is in a distinct topographical depression with a flooded surface. Trees were rooted throughout the flooded area and shrubs were growing along the eastern edge. Vegetation observed included red alder (Alnus rubra, FAC), salmonberry (Rubus spectabilis, FAC), slough sedge (Carex obnupta, OBL), and spiraea (Spiraea douglasii, FACW). Soils were inundated. Hydrology was confirmed with the presence of surface water. Hydrogeomorphic (HGM) classification is depressional. Cowardin definition PFO. The wetland is a Category IV with a Habitat value of 6. UPLAND The upland areas were deciduous dominate mature forest with steep to moderate slopes declining to the east. Observed vegetation included red alder (Alnus rubra, FAC), American holly (Ilex opaca, UPL), big leaf maple (Acer macrophyllum, FACU), madrone (Arbutus menziesii, UPL), salmonberry (Rubus spectabilis, FAC), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), scotch broom (Cytisus scoparius, UPL), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Four sample plots were recorded representing the upland as described below. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 6 | PAGE SAMPLE PLOT 01 SP01 is north of Wetland A within a red alder forest. Vegetation observed included red alder (Alnus rubra, FAC), American holly (Ilex opaca, UPL), big leaf maple (Acer macrophyllum, FACU), salmonberry (Rubus spectabilis, FAC), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Soils were a dark brown 10YR 3/3 loam over a light yellowish- brown 2.5 Y 6/4 loam sand. Hydrology was confirmed by the presence of a high water table at 9- inches and soil saturation. SAMPLE PLOT 02 SP02 is located within the vicinity of Wetland A. Observed vegetation included red alder (Alnus rubra, FAC), big leaf maple (Acer macrophyllum, FACU), salmonberry (Rubus spectabilis, FAC), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), and sword fern (Polystichum munitum, FACU). Soils were a mixed dark brown 10YR 3/3 and a strong brown 7.5 YR 4/6. The absence of hydrologic indicators confirmed no hydrology. SAMPLE PLOT 03 SP03 is the paired upland plot to SP04; Wetland A. Dominant vegetation included red alder (Alnus rubra, FAC), salmonberry (Rubus spectabilis, FAC), red elderberry (Sambucus racemosa, FACU), oceanspray (Holodiscus discolor, FACU), salal (Gaultheria shallon, FACU), sword fern (Polystichum munitum, FACU), and trailing blackberry (Rubus ursinus, FACU). Soils were a very dark greyish brown 10YR 3/2 over a light reddish brown 2.5YR 6/4 loam. The absence of hydrologic indicators confirmed no hydrology. SAMPLE PLOT 05 SP05 is the paired upland plot for SP06; Wetland B. Dominant vegetation included red alder (Alnus rubra, FAC), Douglas fir (Pseudotsuga menziesii, FACU), evergreen huckleberry (Vaccinium ovatum, UPL), salal (Gaultheria shallon, FACU), sword fern (Polystichum munitum, FACU), Himalayan blackberry (Rubus armeniacus, FAC), and trailing blackberry (Rubus ursinus, FACU). Soils were a dark brown 10YR 3/3 loam. The absence of hydrologic indicators confirmed no hydrology. BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 7 | PAGE BUFFER REQUIREMENTS The standard buffer widths presume the existence of a relatively intact native vegetation community in the buffer zone adequate to protect the wetland functions and values at the time of the proposed activity. Standard buffer widths are based on wetland category and habitat scoring. All buffers shall be measured horizontally from a perpendicular line established at the wetland edge as surveyed in the field. Buffers shall remain intact with native vegetation adequate to protect wetland functions and values. The wetland buffer width requirements for the Category IV wetlands, with a habitat score of 6, is 50-ft for all proposed land uses per BMC Table 20.14.330(h)(1). BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 8 | PAGE WETLAND A RATING IV WETLAND SIZE <2 ACRESS COWARDIN PEM WETLAND DATA SP04 NONWETLAND DATA SPO1, SP02, SP03 WETLAND DETERMINATION VEGETATION DOMINANCE TEST IS GREATER THAN 50%. SOILS DEPLETED BELOW DARK SURFACE (A11) HYDROLOGY HIGH WATER TABLE (A2), SPARSELY VEGETATED CONCAVE SURFACE (B8), WATER-STAINED LEAVES (B9) DELINEATION RATIONALE LEVEL OF SOIL SATURATION AND DEPLETIONS COMBINED WITH PRESENCE OF EMERGENCT SPECIES. WETLAND RATING WETLAND UNIT DETERMINATION ISOLATED BY TOPOGRAPHY HGM CLASS DEPRESSIONAL MAPPING TOOL GOOGLE WETLAND CATEGORY IV IMPROVING WATER QUALITY 4 HYDROLOGIC 4 HABITAT 6 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION 9 | PAGE WETLAND B RATING IV WETLAND SIZE <1 ACRE COWARDIN PFO WETLAND DATA SP06 NONWETLAND DATA SP05 WETLAND DETERMINATION VEGETATION DOMINANCE TEST IS GREATER THAN 50%. SOILS INUNDATED HYDROLOGY SURFACE WATER (A1) DELINEATION RATIONALE TOPOGRAPHY DRIVEN HYDROLOGY WETLAND RATING WETLAND UNIT DETERMINATION ISOLATED BY TOPOGRAPHY, DISTINCT TOPOGRAPICAL DESPRESSION HGM CLASS DEPRESSIONAL MAPPING TOOL GOOGLE WETLAND CATEGORY IV IMPROVING WATER QUALITY 3 HYDROLOGIC 3 HABITAT 6 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX A – REFERENCE SOURCES WETLAND DELINEATION USACE 1987 Wetland Delineation Manual http://el.erdc.usace.army. mil/elpubs/pdf/wlman87.p df Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y-87-1, US Army Engineer Waterways Experiment Station, Vicksburg, Mississippi. Western Mountains, Valleys, and Coast Region Interim Regional Supplement http://www.usace.army.m il/CECW/Documents/cecw o/reg/west_mt_finalsupp. pdf U.S. Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and C. V. Noble. ERDC/EL TR-10-3. Vicksburg, MS: U.S. Army Engineer Research and Development Center. WETLAND CLASSIFICATION USFWS / Cowardin Classification System http://www.fws.gov/nwi/P ubs_Reports/Class_Manua l/class_titlepg.htm Cowardin, L. M., V. Carter, F. C. Golet, E. T. LaRoe. 1979. Classification of wetlands and deepwater habitats of the United States. Government Printing Office, Washington, D.C. Hydrogeomorphic Classification (HGM) System http://el.erdc.usace.army. mil/wetlands/pdfs/wrpde4 .pdf Brinson, M. M. (1993). “A hydrogeomorphic classification for wetlands,” Technical Report WRP-DE-4, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS. WETLAND RATING Washington State Wetland Rating System https://fortress.wa.gov/ec y/publications/SummaryPa ges/1406029.html Hruby. 2014 Update. Washington State wetland rating system for western Washington –Revised. Publication #14-06-029. WETLAND INDICATOR STATUS Northwest (Region 9) (Reed, 1988) and Northwest (Region 9) Supplement (Reed et al., 1993) http://www.fws.gov/nwi/b ha/list88.html Reed, P.B. Jr. 1988. National list of plant species that occur in wetlands: Washington. Biological Report NERC-88/18.47 for National Wetlands Inventory, Washington, D.C. Reed, P.B. Jr. 1993. Northwest supplement (Region 9) species with a change in indicator status or added to the Northwest 1988 list, wetland plants of the state of Washington 1988. U.S. Department of Interior Fish and Wildlife Service WELUT - 88 (26.9), Washington, D.C. SOILS DATA NRCS Soil Survey http://websoilsurvey.nrcs. usda.gov/app/WebSoilSurv ey.aspx Website GIS data based upon: McMurphy, Carl J. 1980. Soil Survey of King County, Washington. United States Department of Agriculture, Soil Conservation Service in cooperation with Washington State Department of Natural Resources. THREATENED AND ENDANGERED SPECIES Washington Natural Heritage Program http://www.dnr.wa.gov/n hp/ and http://www1.dnr.wa.gov/ nhp/refdesk/datasearch/w nhpwetlands.pdf Washington Natural Heritage Program (Data published 10/15/08). Endangered, threatened, and sensitive plants of Washington. Washington State Department of Natural Resources, Washington Natural Heritage Program, Olympia, WA Washington Priority Habitats and Species http://wdfw.wa.gov/hab/p hspage.htm Priority Habitats and Species (PHS) Program Washington Department of Fish and Wildlife (WDFW). Wetlands U.S. Fish and Wildlife Service, National Standards and Support Team, wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine January 12, 2018 0 0.5 10.25 mi 0 0.75 1.50.375 km 1:28,871 This page was produced by the NWI mapper National Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. Soil Map—Kitsap County Area, Washington (WEST HILLS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 1 of 3526570052659005266100526630052665005266700526690052671005267300526570052659005266100526630052665005266700526690052671005267300521300521500521700521900522100522300522500522700522900523100523300523500523700523900 521300 521500 521700 521900 522100 522300 522500 522700 522900 523100 523300 523500 523700 523900 47° 33' 34'' N 122° 43' 3'' W47° 33' 34'' N122° 40' 52'' W47° 32' 37'' N 122° 43' 3'' W47° 32' 37'' N 122° 40' 52'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 500 1000 2000 3000 Feet 0 150 300 600 900 Meters Map Scale: 1:12,500 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Kitsap County Area, Washington Survey Area Data: Version 13, Sep 7, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 29, 2016—Sep 27, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Kitsap County Area, Washington (WEST HILLS) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 1 Alderwood gravelly sandy loam, 0 to 8 percent slopes 8.6 1.4% 2 Alderwood gravelly sandy loam, 8 to 15 percent slopes 106.1 16.8% 3 Alderwood gravelly sandy loam, 15 to 30 percent slopes 28.0 4.4% 5 Belfast loam 3.8 0.6% 10 Dystric Xerorthents, 45 to 70 percent slopes 40.8 6.4% 25 Kilchis very gravelly sandy loam, 15 to 30 percent slopes 40.1 6.3% 26 Kilchis very gravelly sandy loam, 30 to 70 percent slopes 117.6 18.6% 27 Kilchis-Shelton complex, 30 to 50 percent slopes 200.3 31.7% 32 McKenna gravelly loam 3.2 0.5% 36 Neilton gravelly loamy sand, 15 to 30 percent slopes 17.1 2.7% 37 Norma fine sandy loam 34.6 5.5% 38 Pits 32.6 5.1% Totals for Area of Interest 632.8 100.0% Soil Map—Kitsap County Area, Washington WEST HILLS Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/20/2018 Page 3 of 3 SOURCE DATASET:WASHINGTON DEPARTMENT OF FISH AND WILDLIFEPRIORITY HABITATS AND SPECIES REPORTREPORT DATE:P180408135724PHSPlusPublic04/08/2018 1.57Query ID:Priority AreaCommon NameAccuracySource EntityOccurrence TypeResolutionNotesSource DateSite NamePHS Listing StatusScientific NameSource DatasetState StatusMgmt RecommendationsMore Information (URL)Sensitive DataFederal StatusGeometry TypeSource RecordDISCLAIMER. This report includes information that the Washington Department of Fish and Wildlife (WDFW) maintains in a central computer database. It is not an attempt to provide you with an official agency responseas to the impacts of your project on fish and wildlife. This information only documents the location of fish and wildlife resources to the best of our knowledge. It is not a complete inventory and it is important to note that fishand wildlife resources may occur in areas not currently known to WDFW biologists, or in areas for which comprehensive surveys have not been conducted. Site specific surveys are frequently necesssary to rule out thepresence of priority resources. Locations of fish and wildlife resources are subject to vraition caused by disturbance, changes in season and weather, and other factors. WDFW does not recommend using reports more thansix months old.04/08/2018 1.571 WDFW Test Map Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), PHS Report Clip Area PT LN POLY AS MAPPED SECTION QTR-TWP TOWNSHIP April 8, 2018 0 0.3 0.60.15 mi 0 0.55 1.10.275 km 1:19,842 BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX B WETLAND DETERMINATION DATA FORM US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 80 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. Ilex aquifolium 5 no FACU 3. Acer macrophyllum 15 no FACU Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 100 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 20 yes FAC Prevalence Index worksheet: 2. Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 20 = Total Cover FACU species x4 = Herb Stratum (Plot size: 30) UPL species x5 = 1. Polystichum munitum 95 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 95 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus ursinus 20 yes FACU Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = 20 = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills City/County: Bremerton/Kitsap Sampling Date: 1-12-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP01 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: Forested Alder dominant. Localized depression. US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP01 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-4 10YR 3/3 100 loam ˃4 2.5YR 6/4 100 loam sand 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 9 Saturation Present? (includes capillary fringe) Yes No Depth (inches): 4 Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 80 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 1 (A) 2. Acer macrophyllum 10 no FACU 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 90 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 33 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 5 no FAC Prevalence Index worksheet: 2. Holodiscus discolor 10 yes FACU Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 15 = Total Cover FACU species x4 = Herb Stratum (Plot size: 30) UPL species x5 = 1. Polystichum munitum 85 yes FACU Column Totals: (A) (B) 2. Gaultheria shallon 10 no FACU Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 95 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills City/County: Bremerton/Kitsap Sampling Date: 1-12-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP02 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP02 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-11 mix 10YR 3/3 60 pea gravel cobble silty sand 7.5YR 4/6 40 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 10 Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: W est Hills US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 90 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. 3. Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 90 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 15 yes FAC Prevalence Index worksheet: 2. Sambucus racemose 5 no FACU Total % Cover of: Multiply by: 3. Holodiscus discolor 5 no FACU OBL species x1 = 4. Gaultheria shallon 5 no FACU FACW species x2 = 5. FAC species x3 = 50% = , 20% = 30 = Total Cover FACU species x4 = Herb Stratum (Plot size: 0) UPL species x5 = 1. Polystichum munitum 20 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 20 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus ursinus 5 yes FACU Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = 5 = Total Cover % Bare Ground in Herb Stratum 70 Remarks: Project Site: West Hills W A City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP03 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly; ridges/valley Local relief (concave, convex, none): none Slope (%): 1 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Upland Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP03 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-5 10YR 3/2 100 loam 5-9 mix ˃9 2.5YR 6/4 100 loam 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WA US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 20 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 3 (A) 2. 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 20 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 100 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Rubus spectabilis 5 yes FAC Prevalence Index worksheet: 2. Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 5 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Carex obnupta 60 yes OBL Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 60 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 40 Remarks: Project Site: West Hills W A City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP04 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly, ridges/valley Local relief (concave, convex, none): concave Slope (%): Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: PEM Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP04 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of ind icators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-6 10YR 2/1 100 org loam 6-8 mix ˃8 2.5YR 6/2 60 7.5YR6/8 30 RM M clay loam 10YR 5/1 10 RM M clay loam 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): 12 Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WA US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 35 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) 2. Pseudotsuga menziesii 20 yes FACU 3. Total Number of Dominant Species Across All Strata: 4 (B) 4. 50% = , 20% = 55 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 50 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Vaccinium ovatum 30 yes UPL Prevalence Index worksheet: 2. Gaultheria shallon 15 no FAC Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 45 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Polystichum munitum 20 yes FACU Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 20 = Total Cover Woody Vine Stratum (Plot size: ) 1. Rubus armeniacus 15 yes FAC Hydrophytic Vegetation Present? Yes No 2. Rubus ursinus 5 no FACU 50% = , 20% = 20 = Total Cover % Bare Ground in Herb Stratum Remarks: Project Site: West Hills W B City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP05 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly; ridge & valley Local relief (concave, convex, none): none Slope (%): 5 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: UPL Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP05 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-10 10YR 3/3 100 pea gravel 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WB US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region VEGETATION – Use scientific names of plants Tree Stratum (Plot size: 30) Absolute % Cover Dominant Species? Indicator Status Dominance Test Worksheet: 1. Alnus rubra 70 yes FAC Number of Dominant Species That Are OBL, FACW, or FAC: 3 (A) 2. 3. Total Number of Dominant Species Across All Strata: 3 (B) 4. 50% = , 20% = 70 = Total Cover Percent of Dominant Species That Are OBL, FACW, or FAC: 100 (A/B) Sapling/Shrub Stratum (Plot size: 30) 1. Spiraea douglasii 20 yes FACW Prevalence Index worksheet: 2. Rubus spectabilis 15 no FAC Total % Cover of: Multiply by: 3. OBL species x1 = 4. FACW species x2 = 5. FAC species x3 = 50% = , 20% = 35 = Total Cover FACU species x4 = Herb Stratum (Plot size: 20) UPL species x5 = 1. Carex obnupta 30 yes OBL Column Totals: (A) (B) 2. Prevalence Index = B/A = 3. Hydrophytic Vegetation Indicators: 4. 1 – Rapid Test for Hydrophytic Vegetation 5. 2 - Dominance Test is >50% 6. 3 - Prevalence Index is <3.01 7. 4 - Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) 8. 9. 5 - Wetland Non-Vascular Plants1 10. Problematic Hydrophytic Vegetation1 (Explain) 11. 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. 50% = , 20% = 30 = Total Cover Woody Vine Stratum (Plot size: ) 1. Hydrophytic Vegetation Present? Yes No 2. 50% = , 20% = = Total Cover % Bare Ground in Herb Stratum 10 Remarks: Project Site: West Hills W B City/County: Bremerton/Kitsap Sampling Date: 2-26-18 Applicant/Owner: Harbor Custom Homes State: WA Sampling Point: SP06 Investigator(s): RMYERS / BGE ENVIRONMENTAL, LLC Section, Township, Range: multiple Landform (hillslope, terrace, etc.): hilly, ridege & valley Local relief (concave, convex, none): concave Slope (%): 0 Subregion (LRR): LRRA Lat: Long: Datum: Soil Map Unit Name: KILCHIS VERY GRAVELLY SANDY LOAM NWI classification: PSS Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology , significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology , naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Is the Sampled Area within a Wetland? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Remarks: US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP06 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks inundated 1Type: C= Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) 3Indicators of hydrophytic vegetation and wetland hydrology must be present, unless disturbed or problematic. Thick Dark Surface (A12) Redox Dark Surface (F6) Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) Sandy Gleyed Matrix (S4) Redox Depressions (F8) Restrictive Layer (if present): Hydric Soils Present? Yes No Type: Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) Water-Stained Leaves (B9) High Water Table (A2) (except MLRA 1, 2, 4A, and 4B) (MLRA 1, 2, 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stresses Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): ˃3ft Wetland Hydrology Present? Yes No Water Table Present? Yes No Depth (inches): Saturation Present? (includes capillary fringe) Yes No Depth (inches): Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: Project Site: West Hills WB BGE ENVIRONMENTAL, LLC APRIL 6, 2018 W WERNER ROAD WETLAND DELINEATION BGE18_0060 APPENDIX C WETLAND RATING FORM Wetland name or number Name of wetland (or ID #):Date of site visit:2.26.18 Rated by Trained by Ecology? Yes No Date of training 2017 HGM Class used for rating Wetland has multiple HGM classes? Yes No NOTE: Form is not complete with out the figures requested (figures can be combined ). Source of base aerial photo/map OVERALL WETLAND CATEGORY IV (based on functions or special characteristics ) 1. Category of wetland based on FUNCTIONS Category I - Total score = 23 - 27 Score for each Category II - Total score = 20 - 22 function based Category III - Total score = 16 - 19 on three X Category IV - Total score = 9 - 15 ratings (order of ratings is not important ) M L 9 = H, H, H L H 8 = H, H, M L M Total 7 = H, H, L 7 = H, M, M 6 = H, M, L 6 = M, M, M 5 = H, L, L 5 = M, M, L 4 = M, L, L 3 = L, L, L 2. Category based on SPECIAL CHARACTERISTICS of wetland X Depressional & Flats RATING SUMMARY – Western Washington List appropriate rating (H, M, L) HydrologicImproving Water Quality MSite Potential Landscape Potential Habitat L FUNCTION WEST HILLS WA RMYERS, BGE ENVIRONMENTAL GOOGLE, BING, KCGIS Coastal Lagoon Interdunal Value Score Based on Ratings 4 4 6 14 L CHARACTERISTIC Category Estuarine Wetland of High Conservation Value Bog Mature Forest Old Growth Forest None of the above Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 1 WSDOT Adapted Form - March 2, 2015 Wetland name or number Maps and Figures required to answer questions correctly for Western Washington Depressional Wetlands Map of: Figure # Cowardin plant classes 1 Hydroperiods 1 Location of outlet (can be added to map of hydroperiods )1 Boundary of area within 150 ft of the wetland (can be added to another figure )1 Map of the contributing basin 2 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website)2 Screen capture of list of TMDLs for WRIA in which unit is found (from web)2 Riverine Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Ponded depressions Boundary of area within 150 ft of the wetland (can be added to another figure ) Plant cover of trees, shrubs, and herbaceous plants Width of unit vs. width of stream (can be added to another figure ) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Lake Fringe Wetlands Map of: Figure # Cowardin plant classes Plant cover of trees, shrubs, and herbaceous plants Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Slope Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Plant cover of dense trees, shrubs, and herbaceous plants Plant cover of dense, rigid trees, shrubs, and herbaceous plants (can be added to another figure ) Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) 3 S 3.1, S 3.2 S 3.3 S 4.1 S 2.1, S 5.1 To answer questions: H 1.1, H 1.4 H 1.2 S 1.3 H 2.1, H 2.2, H 2.3 L 3.1, L 3.2 L 3.3 H 2.1, H 2.2, H 2.3 R 3.1 R 3.2, R 3.3 To answer questions: L 1.1, L 4.1, H 1.1, H 1.4 H 1.2 R 1.1 R 2.4 R 1.2, R 4.2 R 4.1 R 2.2, R 2.3, R 5.2 H 2.1, H 2.2, H 2.3 L 1.2 L 2.2 D 1.1, D 4.1 D 2.2, D 5.2 D 4.3, D 5.3 H 2.1, H 2.2, H 2.3 D 3.1, D 3.2 D 3.3 To answer questions: H 1.1, H 1.4 To answer questions: D 1.3, H 1.1, H 1.4 D 1.4, H 1.2 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 2 WSDOT Adapted Form - March 2, 2015 Wetland name or number For questions 1 -7, the criteria described must apply to the entire unit being rated. 1. Are the water levels in the entire unit usually controlled by tides except during floods? NO - go to 2 YES - the wetland class is Tidal Fringe - go to 1.1 1.1 Is the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? NO - Saltwater Tidal Fringe (Estuarine)YES - Freshwater Tidal Fringe NO - go to 3 YES - The wetland class is Flats If your wetland can be classified as a Flats wetland, use the form for Depressional wetlands. 3. Does the entire wetland unit meet all of the following criteria? NO - go to 4 YES - The wetland class is Lake Fringe (Lacustrine Fringe) 4. Does the entire wetland unit meet all of the following criteria? The wetland is on a slope (slope can be very gradual ), The water leaves the wetland without being impounded. NO - go to 5 YES - The wetland class is Slope 5. Does the entire wetland unit meet all of the following criteria? The overbank flooding occurs at least once every 2 years. NO - go to 6 YES - The wetland class is Riverine NOTE: The Riverine unit can contain depressions that are filled with water when the river is not flooding. If your wetland can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is an Estuarine wetland and is not scored. This method cannot be used to score functions for estuarine wetlands. The vegetated part of the wetland is on the shores of a body of permanent open water (without any plants on the surface at any time of the year) at least 20 ac (8 ha) in size; The water flows through the wetland in one direction (unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a swale without distinct banks. NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks (depressions are usually <3 ft diameter and less than 1 ft deep). The unit is in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river, 2. The entire wetland unit is flat and precipitation is the only source (>90%) of water to it. Groundwater and surface water runoff are NOT sources of water to the unit. HGM Classification of Wetland in Western Washington If hydrologic criteria listed in each question do not apply to the entire unit being rated, you probably have a unit with multiple HGM classes. In this case, identify which hydrologic criteria in questions 1 - 7 apply, and go to Question 8. At least 30% of the open water area is deeper than 6.6 ft (2 m). Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 3 WSDOT Adapted Form - March 2, 2015 Wetland name or number NO - go to 7 YES - The wetland class is Depressional NO - go to 8 YES - The wetland class is Depressional NOTES and FIELD OBSERVATIONS: Salt Water Tidal Fringe and any other class of freshwater wetland HGM class to use in rating Riverine Depressional Lake Fringe If you are still unable to determine which of the above criteria apply to your wetland, or if you have more than 2 HGM classes within a wetland boundary, classify the wetland as Depressional for the rating. Riverine Treat as ESTUARINE Slope + Lake Fringe Depressional + Riverine along stream within boundary of depression Depressional + Lake Fringe Riverine + Lake Fringe NOTE: Use this table only if the class that is recommended in the second column represents 10% or more of the total area of the wetland unit being rated. If the area of the HGM class listed in column 2 is less than 10% of the unit; classify the wetland using the class that represents more than 90% of the total area. HGM classes within the wetland unit being rated Slope + Riverine Slope + Depressional Depressional Depressional 7. Is the entire wetland unit located in a very flat area with no obvious depression and no overbank flooding? The unit does not pond surface water more than a few inches. The unit seems to be maintained by high groundwater in the area. The wetland may be ditched, but has no obvious natural outlet. 8. Your wetland unit seems to be difficult to classify and probably contains several different HGM classes. For example, seeps at the base of a slope may grade into a riverine floodplain, or a small stream within a Depressional wetland has a zone of flooding along its sides. GO BACK AND IDENTIFY WHICH OF THE HYDROLOGIC REGIMES DESCRIBED IN QUESTIONS 1-7 APPLY TO DIFFERENT AREAS IN THE UNIT (make a rough sketch to help you decide). Use the following table to identify the appropriate class to use for the rating system if you have several HGM classes present within the wetland unit being scored. 6. Is the entire wetland unit in a topographic depression in which water ponds, or is saturated to the surface, at some time during the year? This means that any outlet, if present, is higher than the interior of the wetland. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 4 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 1.1. Characteristics of surface water outflows from the wetland: points = 3 points = 2 points = 1 points = 1 Yes = 4 No = 0 Wetland has persistent, ungrazed, plants > 95% of area points = 5 Wetland has persistent, ungrazed, plants > ½ of area points = 3 Wetland has persistent, ungrazed plants > 1/10 of area points = 1 Wetland has persistent, ungrazed plants < 1/10 of area points = 0 D 1.4. Characteristics of seasonal ponding or inundation: This is the area that is ponded for at least 2 months. See description in manual. Area seasonally ponded is > ½ total area of wetland points = 4 Area seasonally ponded is > ¼ total area of wetland points = 2 Area seasonally ponded is < ¼ total area of wetland points = 0 Total for D 1 Add the points in the boxes above 10 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 2.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 Yes = 1 No = 0 D 2.3. Are there septic systems within 250 ft of the wetland?Yes = 1 No = 0 0 Source Yes = 1 No = 0 Total for D 2 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 or 4 = H 1 or 2 = M 0 = L Record the rating on the first page Yes = 1 No = 0 Yes = 1 No = 0 Yes = 2 No = 0 Total for D 3 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page 0 0 Water Quality Functions - Indicators that the site functions to improve water quality D 1.0. Does the site have the potential to improve water quality? 3 Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet. Wetland is a depression or flat depression (QUESTION 7 on key) with no surface water leaving it (no outlet). Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch. 4 D 2.0. Does the landscape have the potential to support the water quality function of the site? DEPRESSIONAL AND FLATS WETLANDS D 3.3. Has the site been identified in a watershed or local plan as important for maintaining water quality (answer YES if there is a TMDL for the basin in which the unit is found )? D 1.2. The soil 2 in below the surface (or duff layer) is true clay or true organic (use NRCS definitions ). D 1.3. Characteristics and distribution of persistent plants (Emergent, Scrub-shrub, and/or Forested Cowardin classes): D 2.4. Are there other sources of pollutants coming into the wetland that are not listed in questions D 2.1 - D 2.3? D 3.1. Does the wetland discharge directly (i.e., within 1 mi) to a stream, river, lake, or marine water that is on the 303(d) list? D 2.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate pollutants? D 3.2. Is the wetland in a basin or sub-basin where an aquatic resource is on the 303(d) list? D 3.0. Is the water quality improvement provided by the site valuable to society? 0 0 0 0 3 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 5 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 4.1. Characteristics of surface water outflows from the wetland: points = 4 points = 2 points = 1 points = 0 Marks of ponding are 3 ft or more above the surface or bottom of outlet points = 7 Marks of ponding between 2 ft to < 3 ft from surface or bottom of outlet points = 5 Marks are at least 0.5 ft to < 2 ft from surface or bottom of outlet points = 3 The wetland is a “headwater” wetland points = 3 Wetland is flat but has small depressions on the surface that trap water points = 1 Marks of ponding less than 0.5 ft (6 in)points = 0 The area of the basin is less than 10 times the area of the unit points = 5 The area of the basin is 10 to 100 times the area of the unit points = 3 The area of the basin is more than 100 times the area of the unit points = 0 Entire wetland is in the Flats class points = 5 Total for D 4 Add the points in the boxes above 7 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 5.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 D 5.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate excess runoff? Yes = 1 No = 0 Yes = 1 No = 0 Total for D 5 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 = H 1 or 2 = M 0 = L Record the rating on the first page points = 2 points = 1 Flooding from groundwater is an issue in the sub-basin.points = 1 points = 0 There are no problems with flooding downstream of the wetland.points = 0 Yes = 2 No = 0 Total for D 6 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page DEPRESSIONAL AND FLATS WETLANDS D 6.0. Are the hydrologic functions provided by the site valuable to society? The wetland captures surface water that would otherwise flow down-gradient into areas where flooding has damaged human or natural resources (e.g., houses or salmon redds): Flooding occurs in a sub-basin that is immediately down- gradient of unit. Surface flooding problems are in a sub-basin farther down- gradient. Hydrologic Functions - Indicators that the site functions to reduce flooding and stream degradation D 4.0. Does the site have the potential to reduce flooding and erosion? 4 Wetland is a depression or flat depression with no surface water leaving it (no outlet) Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch 3 D 5.0. Does the landscape have the potential to support hydrologic function of the site? 0 0 D 5.3. Is more than 25% of the contributing basin of the wetland covered with intensive human land uses (residential at >1 residence/ac, urban, commercial, agriculture, etc.)? The existing or potential outflow from the wetland is so constrained by human or natural conditions that the water stored by the wetland cannot reach areas that flood. Explain why 0 0 0 D 4.2. Depth of storage during wet periods: Estimate the height of ponding above the bottom of the outlet. For wetlands with no outlet, measure from the surface of permanent water or if dry, the deepest part. D 4.3. Contribution of the wetland to storage in the watershed: Estimate the ratio of the area of upstream basin contributing surface water to the wetland to the area of the wetland unit itself. D 6.1. The unit is in a landscape that has flooding problems. Choose the description that best matches conditions around the wetland unit being rated. Do not add points. Choose the highest score if more than one condition is met. D 6.2. Has the site been identified as important for flood storage or flood conveyance in a regional flood control plan? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 6 WSDOT Adapted Form - March 2, 2015 Wetland name or number HABITAT FUNCTIONS - Indicators that site functions to provide important habitat H 1.0. Does the site have the potential to provide habitat? Aquatic bed 4 structures or more: points = 4 Emergent 3 structures: points = 2 Scrub-shrub (areas where shrubs have > 30% cover)2 structures: points - 1 Forested (areas where trees have > 30% cover)1 structure: points = 0 If the unit has a Forested class, check if : H 1.2. Hydroperiods Permanently flooded or inundated 4 or more types present: points = 3 Seasonally flooded or inundated 3 types present: points = 2 Occasionally flooded or inundated 2 types present: points = 1 Saturated only 1 types present: points = 0 Permanently flowing stream or river in, or adjacent to, the wetland Seasonally flowing stream in, or adjacent to, the wetland Lake Fringe wetland 2 points Freshwater tidal wetland 2 points H 1.3. Richness of plant species If you counted:> 19 species points = 2 5 - 19 species points = 1 < 5 species points = 0 H 1.4. Interspersion of habitats These questions apply to wetlands of all HGM classes. The Forested class has 3 out of 5 strata (canopy, sub-canopy, shrubs, herbaceous, moss/ground-cover) that each cover 20% within the Forested polygon 0 H 1.1. Structure of plant community: Indicators are Cowardin classes and strata within the Forested class. Check the Cowardin plant classes in the wetland. Up to 10 patches may be combined for each class to meet the threshold of ¼ ac or more than 10% of the unit if it is smaller than 2.5 ac. Add the number of structures checked. None = 0 points Low = 1 point Moderate = 2 points All three diagrams in this row are HIGH = 3 points 0 Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or ¼ ac to count (see text for descriptions of hydroperiods ). 0 Count the number of plant species in the wetland that cover at least 10 ft2.Different patches of the same species can be combined to meet the size threshold and you do not have to name the species. Do not include Eurasian milfoil, reed canarygrass, purple loosestrife, Canadian thistle 0 Decide from the diagrams below whether interspersion among Cowardin plants classes (described in H 1.1), or the classes and unvegetated areas (can include open water or mudflats) is high, moderate, low, or none. If you have four or more plant classes or three classes and open water, the rating is always high. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 7 WSDOT Adapted Form - March 2, 2015 Wetland name or number H 1.5. Special habitat features: Large, downed, woody debris within the wetland (> 4 in diameter and 6 ft long) Standing snags (dbh > 4 in) within the wetland Total for H 1 Add the points in the boxes above 1 Rating of Site Potential If Score is: 15 - 18 = H 7 - 14 = M 0 - 6 = L Record the rating on the first page H 2.0. Does the landscape have the potential to support the habitat function of the site? H 2.1 Accessible habitat (include only habitat that directly abuts wetland unit ). Calculate: 20 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 25% If total accessible habitat is: > 1/3 (33.3%) of 1 km Polygon points = 3 20 - 33% of 1 km Polygon points = 2 10 - 19% of 1 km Polygon points = 1 < 10 % of 1 km Polygon points = 0 H 2.2. Undisturbed habitat in 1 km Polygon around the wetland. Calculate: 50 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 55% Undisturbed habitat > 50% of Polygon points = 3 Undisturbed habitat 10 - 50% and in 1-3 patches points = 2 Undisturbed habitat 10 - 50% and > 3 patches points = 1 Undisturbed habitat < 10% of 1 km Polygon points = 0 H 2.3 Land use intensity in 1 km Polygon: If > 50% of 1 km Polygon is high intensity land use points = (-2) ≤ 50% of 1km Polygon is high intensity points = 0 Total for H 2 Add the points in the boxes above 5 Rating of Landscape Potential If Score is: 4 - 6 = H 1 - 3 = M < 1 = L Record the rating on the first page Site meets ANY of the following criteria:points = 2 It has 3 or more priority habitats within 100 m (see next page) It is mapped as a location for an individual WDFW priority species Site has 1 or 2 priority habitats (listed on next page) with in 100m points = 1 Site does not meet any of the criteria above points = 0 Rating of Value If Score is: 2 = H 1 = M 0 = L Record the rating on the first page 2 3 0 H 3.0. Is the habitat provided by the site valuable to society? H 3.1. Does the site provide habitat for species valued in laws, regulations, or policies? Choose only the highest score that applies to the wetland being rated . It provides habitat for Threatened or Endangered species (any plant or animal on the state or federal lists) It is a Wetland of High Conservation Value as determined by the Department of Natural Resources 1 Invasive plants cover less than 25% of the wetland area in every stratum of plants (see H 1.1 for list of strata ) Undercut banks are present for at least 6.6 ft (2 m) and/or overhanging plants extends at least 3.3 ft (1 m) over a stream (or ditch) in, or contiguous with the wetland, for at least 33 ft (10 m) Stable steep banks of fine material that might be used by beaver or muskrat for denning (> 30 degree slope) OR signs of recent beaver activity are present (cut shrubs or trees that have not yet weathered where wood is exposed ) At least ¼ ac of thin-stemmed persistent plants or woody branches are present in areas that are permanently or seasonally inundated (structures for egg-laying by amphibians ) 1 Check the habitat features that are present in the wetland. The number of checks is the number of points. It has been categorized as an important habitat site in a local or regional comprehensive plan, in a Shoreline Master Plan, or in a watershed plan Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 8 WSDOT Adapted Form - March 2, 2015 Wetland name or number Aspen Stands: Pure or mixed stands of aspen greater than 1 ac (0.4 ha). Herbaceous Balds: Variable size patches of grass and forbs on shallow soils over bedrock. Cliffs: Greater than 25 ft (7.6 m) high and occurring below 5000 ft elevation. http://wdfw.wa.gov/publications/00165/wdfw00165.pdf or access the list from here: http://wdfw.wa.gov/conservation/phs/list/ Caves: A naturally occurring cavity, recess, void, or system of interconnected passages under the earth in soils, rock, ice, or other geological formations and is large enough to contain a human. Note: All vegetated wetlands are by definition a priority habitat but are not included in this list because they are addressed elsewhere. WDFW Priority Habitats Count how many of the following priority habitats are within 330 ft (100 m) of the wetland unit: NOTE : This question is independent of the land use between the wetland unit and the priority habitat. Biodiversity Areas and Corridors: Areas of habitat that are relatively important to various species of native fish and wildlife (full descriptions in WDFW PHS report ). Old-growth/Mature forests: Old-growth west of Cascade crest – Stands of at least 2 tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) > 32 in (81 cm) dbh or > 200 years of age. Mature forests – Stands with average diameters exceeding 21 in (53 cm) dbh; crown cover may be less than 100%; decay, decadence, numbers of snags, and quantity of large downed material is generally less than that found in old-growth; 80-200 years old west of the Cascade crest. Priority habitats listed by WDFW (see complete descriptions of WDFW priority habitats, and the counties in which they can be found, in: Washington Department of Fish and Wildlife. 2008. Priority Habitat and Species List. Olympia, Washington. 177 pp. Oregon White Oak: Woodland stands of pure oak or oak/conifer associations where canopy coverage of the oak component is important (full descriptions in WDFW PHS report p. 158 – see web link above ). Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. Westside Prairies: Herbaceous, non-forested plant communities that can either take the form of a dry prairie or a wet prairie (full descriptions in WDFW PHS report p. 161 – see web link above ). Instream: The combination of physical, biological, and chemical processes and conditions that interact to provide functional life history requirements for instream fish and wildlife resources. Nearshore: Relatively undisturbed nearshore habitats. These include Coastal Nearshore, Open Coast Nearshore, and Puget Sound Nearshore. (full descriptions of habitats and the definition of relatively undisturbed are in WDFW report – see web link on previous page ). Snags and Logs: Trees are considered snags if they are dead or dying and exhibit sufficient decay characteristics to enable cavity excavation/use by wildlife. Priority snags have a diameter at breast height of > 20 in (51 cm) in western Washington and are > 6.5 ft (2 m) in height. Priority logs are > 12 in (30 cm) in diameter at the largest end, and > 20 ft (6 m) long. Talus: Homogenous areas of rock rubble ranging in average size 0.5 - 6.5 ft (0.15 - 2.0 m), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 9 WSDOT Adapted Form - March 2, 2015 Wetland name or number Wetland Type Category Check off any criteria that apply to the wetland. List the category when the appropriate criteria are met. SC 1.0. Estuarine Wetlands Does the wetland meet the following criteria for Estuarine wetlands? The dominant water regime is tidal, Vegetated, and With a salinity greater than 0.5 ppt Yes - Go to SC 1.1 No = Not an estuarine wetland SC 1.1. Yes = Category I No - Go to SC 1.2 SC 1.2.Is the wetland unit at least 1 ac in size and meets at least two of the following three conditions? Yes = Category I No = Category II SC 2.0. Wetlands of High Conservation Value (WHCV) SC 2.1. Yes - Go to SC 2.2 No - Go to SC 2.3 SC 2.2.Is the wetland listed on the WDNR database as a Wetland of High Conservation Value? Yes = Category I No = Not WHCV SC 2.3.Is the wetland in a Section/Township/Range that contains a Natural Heritage wetland? http://www1.dnr.wa.gov/nhp/refdesk/datasearch/wnhpwetlands.pdf Yes - Contact WNHP/WDNR and to SC 2.4 No = Not WHCV SC 2.4. Yes = Category I No = Not WHCV SC 3.0. Bogs SC 3.1. Yes - Go to SC 3.3 No - Go to SC 3.2 SC 3.2. Yes - Go to SC 3.3 No = Is not a bog SC 3.3. Yes = Is a Category I bog No - Go to SC 3.4 SC 3.4. Yes = Is a Category I bog No = Is not a bog Has WDNR identified the wetland within the S/T/R as a Wetland of High Conservation Value and listed it on their website? Has the WA Department of Natural Resources updated their website to include the list of Wetlands of High Conservation Value? Does the wetland (or any part of the unit) meet both the criteria for soils and vegetation in bogs? Use the key below. If you answer YES you will still need to rate the wetland based on its functions . Does an area within the wetland unit have organic soil horizons, either peats or mucks, that compose 16 in or more of the first 32 in of the soil profile? Does an area within the wetland unit have organic soils, either peats or mucks, that are less than 16 in deep over bedrock, or an impermeable hardpan such as clay or volcanic ash, or that are floating on top of a lake or pond? Does an area with peats or mucks have more than 70% cover of mosses at ground level, AND at least a 30% cover of plant species listed in Table 4? NOTE: If you are uncertain about the extent of mosses in the understory, you may substitute that criterion by measuring the pH of the water that seeps into a hole dug at least 16 in deep. If the pH is less than 5.0 and the plant species in Table 4 are present, the wetland is a bog. Is an area with peats or mucks forested (> 30% cover) with Sitka spruce, subalpine fir, western red cedar, western hemlock, lodgepole pine, quaking aspen, Engelmann spruce, or western white pine, AND any of the species (or combination of species) listed in Table 4 provide more than 30% of the cover under the canopy? CATEGORIZATION BASED ON SPECIAL CHARACTERISTICS Is the wetland within a National Wildlife Refuge, National Park, National Estuary Reserve, Natural Area Preserve, State Park or Educational, Environmental, or Scientific Reserve designated under WAC 332-30-151? The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing, and has less than 10% cover of non-native plant species. (If non-native species are Spartina , see page 25) At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. The wetland has at least two of the following features: tidal channels, depressions with open water, or contiguous freshwater wetlands. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 10 WSDOT Adapted Form - March 2, 2015 Wetland name or number SC 4.0. Forested Wetlands Yes = Category I No = Not a forested wetland for this section SC 5.0. Wetlands in Coastal Lagoons Does the wetland meet all of the following criteria of a wetland in a coastal lagoon? Yes - Go to SC 5.1 No = Not a wetland in a coastal lagoon SC 5.1. Does the wetland meet all of the following three conditions? The wetland is larger than 1/10 ac (4350 ft2) Yes = Category I No = Category II SC 6.0. Interdunal Wetlands In practical terms that means the following geographic areas: Long Beach Peninsula: Lands west of SR 103 Grayland-Westport: Lands west of SR 105 Ocean Shores-Copalis: Lands west of SR 115 and SR 109 Yes - Go to SC 6.1 No = Not an interdunal wetland for rating SC 6.1. Yes = Category I No - Go to SC 6.2 SC 6.2.Is the wetland 1 ac or larger, or is it in a mosaic of wetlands that is 1 ac or larger? Yes = Category II No - Go to SC 6.3 SC 6.3. Yes = Category III No = Category IV Category of wetland based on Special Characteristics If you answered No for all types, enter “Not Applicable” on Summary Form The wetland lies in a depression adjacent to marine waters that is wholly or partially separated from marine waters by sandbanks, gravel banks, shingle, or, less frequently, rocks The lagoon in which the wetland is located contains ponded water that is saline or brackish (> 0.5 ppt) during most of the year in at least a portion of the lagoon (needs to be measured near the bottom ) Does the wetland have at least 1 contiguous acre of forest that meets one of these criteria for the WA Department of Fish and Wildlife’s forests as priority habitats? If you answer YES you will still need to rate the wetland based on its functions. Old-growth forests (west of Cascade crest): Stands of at least two tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) that are at least 200 years of age OR have a diameter at breast height (dbh) of 32 in (81 cm) or more. Mature forests (west of the Cascade Crest): Stands where the largest trees are 80- 200 years old OR the species that make up the canopy have an average diameter (dbh) exceeding 21 in (53 cm). The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing), and has less than 20% cover of aggressive, opportunistic plant species (see list of species on p. 100). At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. Is the wetland west of the 1889 line (also called the Western Boundary of Upland Ownership or WBUO)? If you answer yes you will still need to rate the wetland based on its habitat functions. Is the wetland 1 ac or larger and scores an 8 or 9 for the habitat functions on the form (rates H,H,H or H,H,M for the three aspects of function)? Is the unit between 0.1 and 1 ac, or is it in a mosaic of wetlands that is between 0.1 and 1 ac? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 11 WSDOT Adapted Form - March 2, 2015 Wetland name or number Name of wetland (or ID #):Date of site visit:1.30.18 Rated by Trained by Ecology? Yes No Date of training 2017 HGM Class used for rating Wetland has multiple HGM classes? Yes No NOTE: Form is not complete with out the figures requested (figures can be combined ). Source of base aerial photo/map OVERALL WETLAND CATEGORY IV (based on functions or special characteristics ) 1. Category of wetland based on FUNCTIONS Category I - Total score = 23 - 27 Score for each Category II - Total score = 20 - 22 function based Category III - Total score = 16 - 19 on three X Category IV - Total score = 9 - 15 ratings (order of ratings is not important ) L L 9 = H, H, H L H 8 = H, H, M L M Total 7 = H, H, L 7 = H, M, M 6 = H, M, L 6 = M, M, M 5 = H, L, L 5 = M, M, L 4 = M, L, L 3 = L, L, L 2. Category based on SPECIAL CHARACTERISTICS of wetland X Depressional & Flats RATING SUMMARY – Western Washington List appropriate rating (H, M, L) HydrologicImproving Water Quality LSite Potential Landscape Potential Habitat L FUNCTION WEST HILLS WB RMYERS, BGE ENVIRONMENTAL GOOGLE, BING, KCGIS Coastal Lagoon Interdunal Value Score Based on Ratings 3 3 6 12 L CHARACTERISTIC Category Estuarine Wetland of High Conservation Value Bog Mature Forest Old Growth Forest None of the above Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 1 WSDOT Adapted Form - March 2, 2015 Wetland name or number Maps and Figures required to answer questions correctly for Western Washington Depressional Wetlands Map of: Figure # Cowardin plant classes 4 Hydroperiods 4 Location of outlet (can be added to map of hydroperiods )4 Boundary of area within 150 ft of the wetland (can be added to another figure )4 Map of the contributing basin 5 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website)5 Screen capture of list of TMDLs for WRIA in which unit is found (from web)5 Riverine Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Ponded depressions Boundary of area within 150 ft of the wetland (can be added to another figure ) Plant cover of trees, shrubs, and herbaceous plants Width of unit vs. width of stream (can be added to another figure ) Map of the contributing basin 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Lake Fringe Wetlands Map of: Figure # Cowardin plant classes Plant cover of trees, shrubs, and herbaceous plants Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) Slope Wetlands Map of: Figure # Cowardin plant classes Hydroperiods Plant cover of dense trees, shrubs, and herbaceous plants Plant cover of dense, rigid trees, shrubs, and herbaceous plants (can be added to another figure ) Boundary of area within 150 ft of the wetland (can be added to another figure ) 1 km Polygon: Area that extends 1 km from entire wetland edge - including polygons for accessible habitat and undisturbed habitat Screen capture of map of 303(d) listed waters in basin (from Ecology website) Screen capture of list of TMDLs for WRIA in which unit is found (from web) 6 S 3.1, S 3.2 S 3.3 S 4.1 S 2.1, S 5.1 To answer questions: H 1.1, H 1.4 H 1.2 S 1.3 H 2.1, H 2.2, H 2.3 L 3.1, L 3.2 L 3.3 H 2.1, H 2.2, H 2.3 R 3.1 R 3.2, R 3.3 To answer questions: L 1.1, L 4.1, H 1.1, H 1.4 H 1.2 R 1.1 R 2.4 R 1.2, R 4.2 R 4.1 R 2.2, R 2.3, R 5.2 H 2.1, H 2.2, H 2.3 L 1.2 L 2.2 D 1.1, D 4.1 D 2.2, D 5.2 D 4.3, D 5.3 H 2.1, H 2.2, H 2.3 D 3.1, D 3.2 D 3.3 To answer questions: H 1.1, H 1.4 To answer questions: D 1.3, H 1.1, H 1.4 D 1.4, H 1.2 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 2 WSDOT Adapted Form - March 2, 2015 Wetland name or number For questions 1 -7, the criteria described must apply to the entire unit being rated. 1. Are the water levels in the entire unit usually controlled by tides except during floods? NO - go to 2 YES - the wetland class is Tidal Fringe - go to 1.1 1.1 Is the salinity of the water during periods of annual low flow below 0.5 ppt (parts per thousand)? NO - Saltwater Tidal Fringe (Estuarine)YES - Freshwater Tidal Fringe NO - go to 3 YES - The wetland class is Flats If your wetland can be classified as a Flats wetland, use the form for Depressional wetlands. 3. Does the entire wetland unit meet all of the following criteria? NO - go to 4 YES - The wetland class is Lake Fringe (Lacustrine Fringe) 4. Does the entire wetland unit meet all of the following criteria? The wetland is on a slope (slope can be very gradual ), The water leaves the wetland without being impounded. NO - go to 5 YES - The wetland class is Slope 5. Does the entire wetland unit meet all of the following criteria? The overbank flooding occurs at least once every 2 years. NO - go to 6 YES - The wetland class is Riverine NOTE: The Riverine unit can contain depressions that are filled with water when the river is not flooding. If your wetland can be classified as a Freshwater Tidal Fringe use the forms for Riverine wetlands. If it is Saltwater Tidal Fringe it is an Estuarine wetland and is not scored. This method cannot be used to score functions for estuarine wetlands. The vegetated part of the wetland is on the shores of a body of permanent open water (without any plants on the surface at any time of the year) at least 20 ac (8 ha) in size; The water flows through the wetland in one direction (unidirectional) and usually comes from seeps. It may flow subsurface, as sheetflow, or in a swale without distinct banks. NOTE: Surface water does not pond in these type of wetlands except occasionally in very small and shallow depressions or behind hummocks (depressions are usually <3 ft diameter and less than 1 ft deep). The unit is in a valley, or stream channel, where it gets inundated by overbank flooding from that stream or river, 2. The entire wetland unit is flat and precipitation is the only source (>90%) of water to it. Groundwater and surface water runoff are NOT sources of water to the unit. HGM Classification of Wetland in Western Washington If hydrologic criteria listed in each question do not apply to the entire unit being rated, you probably have a unit with multiple HGM classes. In this case, identify which hydrologic criteria in questions 1 - 7 apply, and go to Question 8. At least 30% of the open water area is deeper than 6.6 ft (2 m). Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 3 WSDOT Adapted Form - March 2, 2015 Wetland name or number NO - go to 7 YES - The wetland class is Depressional NO - go to 8 YES - The wetland class is Depressional NOTES and FIELD OBSERVATIONS: Salt Water Tidal Fringe and any other class of freshwater wetland HGM class to use in rating Riverine Depressional Lake Fringe If you are still unable to determine which of the above criteria apply to your wetland, or if you have more than 2 HGM classes within a wetland boundary, classify the wetland as Depressional for the rating. Riverine Treat as ESTUARINE Slope + Lake Fringe Depressional + Riverine along stream within boundary of depression Depressional + Lake Fringe Riverine + Lake Fringe NOTE: Use this table only if the class that is recommended in the second column represents 10% or more of the total area of the wetland unit being rated. If the area of the HGM class listed in column 2 is less than 10% of the unit; classify the wetland using the class that represents more than 90% of the total area. HGM classes within the wetland unit being rated Slope + Riverine Slope + Depressional Depressional Depressional 7. Is the entire wetland unit located in a very flat area with no obvious depression and no overbank flooding? The unit does not pond surface water more than a few inches. The unit seems to be maintained by high groundwater in the area. The wetland may be ditched, but has no obvious natural outlet. 8. Your wetland unit seems to be difficult to classify and probably contains several different HGM classes. For example, seeps at the base of a slope may grade into a riverine floodplain, or a small stream within a Depressional wetland has a zone of flooding along its sides. GO BACK AND IDENTIFY WHICH OF THE HYDROLOGIC REGIMES DESCRIBED IN QUESTIONS 1-7 APPLY TO DIFFERENT AREAS IN THE UNIT (make a rough sketch to help you decide). Use the following table to identify the appropriate class to use for the rating system if you have several HGM classes present within the wetland unit being scored. 6. Is the entire wetland unit in a topographic depression in which water ponds, or is saturated to the surface, at some time during the year? This means that any outlet, if present, is higher than the interior of the wetland. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 4 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 1.1. Characteristics of surface water outflows from the wetland: points = 3 points = 2 points = 1 points = 1 Yes = 4 No = 0 Wetland has persistent, ungrazed, plants > 95% of area points = 5 Wetland has persistent, ungrazed, plants > ½ of area points = 3 Wetland has persistent, ungrazed plants > 1/10 of area points = 1 Wetland has persistent, ungrazed plants < 1/10 of area points = 0 D 1.4. Characteristics of seasonal ponding or inundation: This is the area that is ponded for at least 2 months. See description in manual. Area seasonally ponded is > ½ total area of wetland points = 4 Area seasonally ponded is > ¼ total area of wetland points = 2 Area seasonally ponded is < ¼ total area of wetland points = 0 Total for D 1 Add the points in the boxes above 8 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 2.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 Yes = 1 No = 0 D 2.3. Are there septic systems within 250 ft of the wetland?Yes = 1 No = 0 0 Source Yes = 1 No = 0 Total for D 2 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 or 4 = H 1 or 2 = M 0 = L Record the rating on the first page Yes = 1 No = 0 Yes = 1 No = 0 Yes = 2 No = 0 Total for D 3 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page 0 0 Water Quality Functions - Indicators that the site functions to improve water quality D 1.0. Does the site have the potential to improve water quality? 3 Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet. Wetland is a depression or flat depression (QUESTION 7 on key) with no surface water leaving it (no outlet). Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch. 4 D 2.0. Does the landscape have the potential to support the water quality function of the site? DEPRESSIONAL AND FLATS WETLANDS D 3.3. Has the site been identified in a watershed or local plan as important for maintaining water quality (answer YES if there is a TMDL for the basin in which the unit is found )? D 1.2. The soil 2 in below the surface (or duff layer) is true clay or true organic (use NRCS definitions ). D 1.3. Characteristics and distribution of persistent plants (Emergent, Scrub-shrub, and/or Forested Cowardin classes): D 2.4. Are there other sources of pollutants coming into the wetland that are not listed in questions D 2.1 - D 2.3? D 3.1. Does the wetland discharge directly (i.e., within 1 mi) to a stream, river, lake, or marine water that is on the 303(d) list? D 2.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate pollutants? D 3.2. Is the wetland in a basin or sub-basin where an aquatic resource is on the 303(d) list? D 3.0. Is the water quality improvement provided by the site valuable to society? 0 0 0 0 1 Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 5 WSDOT Adapted Form - March 2, 2015 Wetland name or number D 4.1. Characteristics of surface water outflows from the wetland: points = 4 points = 2 points = 1 points = 0 Marks of ponding are 3 ft or more above the surface or bottom of outlet points = 7 Marks of ponding between 2 ft to < 3 ft from surface or bottom of outlet points = 5 Marks are at least 0.5 ft to < 2 ft from surface or bottom of outlet points = 3 The wetland is a “headwater” wetland points = 3 Wetland is flat but has small depressions on the surface that trap water points = 1 Marks of ponding less than 0.5 ft (6 in)points = 0 The area of the basin is less than 10 times the area of the unit points = 5 The area of the basin is 10 to 100 times the area of the unit points = 3 The area of the basin is more than 100 times the area of the unit points = 0 Entire wetland is in the Flats class points = 5 Total for D 4 Add the points in the boxes above 7 Rating of Site Potential If score is: 12 - 16 = H 6 - 11 = M 0 - 5 = L Record the rating on the first page D 5.1. Does the wetland unit receive stormwater discharges?Yes = 1 No = 0 0 D 5.2. Is > 10% of the area within 150 ft of the wetland in land uses that generate excess runoff? Yes = 1 No = 0 Yes = 1 No = 0 Total for D 5 Add the points in the boxes above 0 Rating of Landscape Potential If score is: 3 = H 1 or 2 = M 0 = L Record the rating on the first page points = 2 points = 1 Flooding from groundwater is an issue in the sub-basin.points = 1 points = 0 There are no problems with flooding downstream of the wetland.points = 0 Yes = 2 No = 0 Total for D 6 Add the points in the boxes above 0 Rating of Value If score is: 2 - 4 = H 1 = M 0 = L Record the rating on the first page DEPRESSIONAL AND FLATS WETLANDS D 6.0. Are the hydrologic functions provided by the site valuable to society? The wetland captures surface water that would otherwise flow down-gradient into areas where flooding has damaged human or natural resources (e.g., houses or salmon redds): Flooding occurs in a sub-basin that is immediately down- gradient of unit. Surface flooding problems are in a sub-basin farther down- gradient. Hydrologic Functions - Indicators that the site functions to reduce flooding and stream degradation D 4.0. Does the site have the potential to reduce flooding and erosion? 4 Wetland is a depression or flat depression with no surface water leaving it (no outlet) Wetland has an unconstricted, or slightly constricted, surface outlet that is permanently flowing Wetland has an intermittently flowing stream or ditch, OR highly constricted permanently flowing outlet Wetland is a flat depression (QUESTION 7 on key), whose outlet is a permanently flowing ditch 0 D 5.0. Does the landscape have the potential to support hydrologic function of the site? 0 0 D 5.3. Is more than 25% of the contributing basin of the wetland covered with intensive human land uses (residential at >1 residence/ac, urban, commercial, agriculture, etc.)? The existing or potential outflow from the wetland is so constrained by human or natural conditions that the water stored by the wetland cannot reach areas that flood. Explain why 0 0 3 D 4.2. Depth of storage during wet periods: Estimate the height of ponding above the bottom of the outlet. For wetlands with no outlet, measure from the surface of permanent water or if dry, the deepest part. D 4.3. Contribution of the wetland to storage in the watershed: Estimate the ratio of the area of upstream basin contributing surface water to the wetland to the area of the wetland unit itself. D 6.1. The unit is in a landscape that has flooding problems. Choose the description that best matches conditions around the wetland unit being rated. Do not add points. Choose the highest score if more than one condition is met. D 6.2. Has the site been identified as important for flood storage or flood conveyance in a regional flood control plan? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 6 WSDOT Adapted Form - March 2, 2015 Wetland name or number HABITAT FUNCTIONS - Indicators that site functions to provide important habitat H 1.0. Does the site have the potential to provide habitat? Aquatic bed 4 structures or more: points = 4 Emergent 3 structures: points = 2 Scrub-shrub (areas where shrubs have > 30% cover)2 structures: points - 1 Forested (areas where trees have > 30% cover)1 structure: points = 0 If the unit has a Forested class, check if : H 1.2. Hydroperiods Permanently flooded or inundated 4 or more types present: points = 3 Seasonally flooded or inundated 3 types present: points = 2 Occasionally flooded or inundated 2 types present: points = 1 Saturated only 1 types present: points = 0 Permanently flowing stream or river in, or adjacent to, the wetland Seasonally flowing stream in, or adjacent to, the wetland Lake Fringe wetland 2 points Freshwater tidal wetland 2 points H 1.3. Richness of plant species If you counted:> 19 species points = 2 5 - 19 species points = 1 < 5 species points = 0 H 1.4. Interspersion of habitats These questions apply to wetlands of all HGM classes. The Forested class has 3 out of 5 strata (canopy, sub-canopy, shrubs, herbaceous, moss/ground-cover) that each cover 20% within the Forested polygon 1 H 1.1. Structure of plant community: Indicators are Cowardin classes and strata within the Forested class. Check the Cowardin plant classes in the wetland. Up to 10 patches may be combined for each class to meet the threshold of ¼ ac or more than 10% of the unit if it is smaller than 2.5 ac. Add the number of structures checked. None = 0 points Low = 1 point Moderate = 2 points All three diagrams in this row are HIGH = 3 points 1 Check the types of water regimes (hydroperiods) present within the wetland. The water regime has to cover more than 10% of the wetland or ¼ ac to count (see text for descriptions of hydroperiods ). 0 Count the number of plant species in the wetland that cover at least 10 ft2.Different patches of the same species can be combined to meet the size threshold and you do not have to name the species. Do not include Eurasian milfoil, reed canarygrass, purple loosestrife, Canadian thistle 1 Decide from the diagrams below whether interspersion among Cowardin plants classes (described in H 1.1), or the classes and unvegetated areas (can include open water or mudflats) is high, moderate, low, or none. If you have four or more plant classes or three classes and open water, the rating is always high. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 7 WSDOT Adapted Form - March 2, 2015 Wetland name or number H 1.5. Special habitat features: Large, downed, woody debris within the wetland (> 4 in diameter and 6 ft long) Standing snags (dbh > 4 in) within the wetland Total for H 1 Add the points in the boxes above 5 Rating of Site Potential If Score is: 15 - 18 = H 7 - 14 = M 0 - 6 = L Record the rating on the first page H 2.0. Does the landscape have the potential to support the habitat function of the site? H 2.1 Accessible habitat (include only habitat that directly abuts wetland unit ). Calculate: 50 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 55% If total accessible habitat is: > 1/3 (33.3%) of 1 km Polygon points = 3 20 - 33% of 1 km Polygon points = 2 10 - 19% of 1 km Polygon points = 1 < 10 % of 1 km Polygon points = 0 H 2.2. Undisturbed habitat in 1 km Polygon around the wetland. Calculate: 70 % undisturbed habitat + (10 % moderate & low intensity land uses / 2 ) = 75% Undisturbed habitat > 50% of Polygon points = 3 Undisturbed habitat 10 - 50% and in 1-3 patches points = 2 Undisturbed habitat 10 - 50% and > 3 patches points = 1 Undisturbed habitat < 10% of 1 km Polygon points = 0 H 2.3 Land use intensity in 1 km Polygon: If > 50% of 1 km Polygon is high intensity land use points = (-2) ≤ 50% of 1km Polygon is high intensity points = 0 Total for H 2 Add the points in the boxes above 6 Rating of Landscape Potential If Score is: 4 - 6 = H 1 - 3 = M < 1 = L Record the rating on the first page Site meets ANY of the following criteria:points = 2 It has 3 or more priority habitats within 100 m (see next page) It is mapped as a location for an individual WDFW priority species Site has 1 or 2 priority habitats (listed on next page) with in 100m points = 1 Site does not meet any of the criteria above points = 0 Rating of Value If Score is: 2 = H 1 = M 0 = L Record the rating on the first page 3 3 0 H 3.0. Is the habitat provided by the site valuable to society? H 3.1. Does the site provide habitat for species valued in laws, regulations, or policies? Choose only the highest score that applies to the wetland being rated . It provides habitat for Threatened or Endangered species (any plant or animal on the state or federal lists) It is a Wetland of High Conservation Value as determined by the Department of Natural Resources 1 Invasive plants cover less than 25% of the wetland area in every stratum of plants (see H 1.1 for list of strata ) Undercut banks are present for at least 6.6 ft (2 m) and/or overhanging plants extends at least 3.3 ft (1 m) over a stream (or ditch) in, or contiguous with the wetland, for at least 33 ft (10 m) Stable steep banks of fine material that might be used by beaver or muskrat for denning (> 30 degree slope) OR signs of recent beaver activity are present (cut shrubs or trees that have not yet weathered where wood is exposed ) At least ¼ ac of thin-stemmed persistent plants or woody branches are present in areas that are permanently or seasonally inundated (structures for egg-laying by amphibians ) 2 Check the habitat features that are present in the wetland. The number of checks is the number of points. It has been categorized as an important habitat site in a local or regional comprehensive plan, in a Shoreline Master Plan, or in a watershed plan Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 8 WSDOT Adapted Form - March 2, 2015 Wetland name or number Aspen Stands: Pure or mixed stands of aspen greater than 1 ac (0.4 ha). Herbaceous Balds: Variable size patches of grass and forbs on shallow soils over bedrock. Cliffs: Greater than 25 ft (7.6 m) high and occurring below 5000 ft elevation. http://wdfw.wa.gov/publications/00165/wdfw00165.pdf or access the list from here: http://wdfw.wa.gov/conservation/phs/list/ Caves: A naturally occurring cavity, recess, void, or system of interconnected passages under the earth in soils, rock, ice, or other geological formations and is large enough to contain a human. Note: All vegetated wetlands are by definition a priority habitat but are not included in this list because they are addressed elsewhere. WDFW Priority Habitats Count how many of the following priority habitats are within 330 ft (100 m) of the wetland unit: NOTE : This question is independent of the land use between the wetland unit and the priority habitat. Biodiversity Areas and Corridors: Areas of habitat that are relatively important to various species of native fish and wildlife (full descriptions in WDFW PHS report ). Old-growth/Mature forests: Old-growth west of Cascade crest – Stands of at least 2 tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) > 32 in (81 cm) dbh or > 200 years of age. Mature forests – Stands with average diameters exceeding 21 in (53 cm) dbh; crown cover may be less than 100%; decay, decadence, numbers of snags, and quantity of large downed material is generally less than that found in old-growth; 80-200 years old west of the Cascade crest. Priority habitats listed by WDFW (see complete descriptions of WDFW priority habitats, and the counties in which they can be found, in: Washington Department of Fish and Wildlife. 2008. Priority Habitat and Species List. Olympia, Washington. 177 pp. Oregon White Oak: Woodland stands of pure oak or oak/conifer associations where canopy coverage of the oak component is important (full descriptions in WDFW PHS report p. 158 – see web link above ). Riparian: The area adjacent to aquatic systems with flowing water that contains elements of both aquatic and terrestrial ecosystems which mutually influence each other. Westside Prairies: Herbaceous, non-forested plant communities that can either take the form of a dry prairie or a wet prairie (full descriptions in WDFW PHS report p. 161 – see web link above ). Instream: The combination of physical, biological, and chemical processes and conditions that interact to provide functional life history requirements for instream fish and wildlife resources. Nearshore: Relatively undisturbed nearshore habitats. These include Coastal Nearshore, Open Coast Nearshore, and Puget Sound Nearshore. (full descriptions of habitats and the definition of relatively undisturbed are in WDFW report – see web link on previous page ). Snags and Logs: Trees are considered snags if they are dead or dying and exhibit sufficient decay characteristics to enable cavity excavation/use by wildlife. Priority snags have a diameter at breast height of > 20 in (51 cm) in western Washington and are > 6.5 ft (2 m) in height. Priority logs are > 12 in (30 cm) in diameter at the largest end, and > 20 ft (6 m) long. Talus: Homogenous areas of rock rubble ranging in average size 0.5 - 6.5 ft (0.15 - 2.0 m), composed of basalt, andesite, and/or sedimentary rock, including riprap slides and mine tailings. May be associated with cliffs. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 9 WSDOT Adapted Form - March 2, 2015 Wetland name or number Wetland Type Category Check off any criteria that apply to the wetland. List the category when the appropriate criteria are met. SC 1.0. Estuarine Wetlands Does the wetland meet the following criteria for Estuarine wetlands? The dominant water regime is tidal, Vegetated, and With a salinity greater than 0.5 ppt Yes - Go to SC 1.1 No = Not an estuarine wetland SC 1.1. Yes = Category I No - Go to SC 1.2 SC 1.2.Is the wetland unit at least 1 ac in size and meets at least two of the following three conditions? Yes = Category I No = Category II SC 2.0. Wetlands of High Conservation Value (WHCV) SC 2.1. Yes - Go to SC 2.2 No - Go to SC 2.3 SC 2.2.Is the wetland listed on the WDNR database as a Wetland of High Conservation Value? Yes = Category I No = Not WHCV SC 2.3.Is the wetland in a Section/Township/Range that contains a Natural Heritage wetland? http://www1.dnr.wa.gov/nhp/refdesk/datasearch/wnhpwetlands.pdf Yes - Contact WNHP/WDNR and to SC 2.4 No = Not WHCV SC 2.4. Yes = Category I No = Not WHCV SC 3.0. Bogs SC 3.1. Yes - Go to SC 3.3 No - Go to SC 3.2 SC 3.2. Yes - Go to SC 3.3 No = Is not a bog SC 3.3. Yes = Is a Category I bog No - Go to SC 3.4 SC 3.4. Yes = Is a Category I bog No = Is not a bog Has WDNR identified the wetland within the S/T/R as a Wetland of High Conservation Value and listed it on their website? Has the WA Department of Natural Resources updated their website to include the list of Wetlands of High Conservation Value? Does the wetland (or any part of the unit) meet both the criteria for soils and vegetation in bogs? Use the key below. If you answer YES you will still need to rate the wetland based on its functions . Does an area within the wetland unit have organic soil horizons, either peats or mucks, that compose 16 in or more of the first 32 in of the soil profile? Does an area within the wetland unit have organic soils, either peats or mucks, that are less than 16 in deep over bedrock, or an impermeable hardpan such as clay or volcanic ash, or that are floating on top of a lake or pond? Does an area with peats or mucks have more than 70% cover of mosses at ground level, AND at least a 30% cover of plant species listed in Table 4? NOTE: If you are uncertain about the extent of mosses in the understory, you may substitute that criterion by measuring the pH of the water that seeps into a hole dug at least 16 in deep. If the pH is less than 5.0 and the plant species in Table 4 are present, the wetland is a bog. Is an area with peats or mucks forested (> 30% cover) with Sitka spruce, subalpine fir, western red cedar, western hemlock, lodgepole pine, quaking aspen, Engelmann spruce, or western white pine, AND any of the species (or combination of species) listed in Table 4 provide more than 30% of the cover under the canopy? CATEGORIZATION BASED ON SPECIAL CHARACTERISTICS Is the wetland within a National Wildlife Refuge, National Park, National Estuary Reserve, Natural Area Preserve, State Park or Educational, Environmental, or Scientific Reserve designated under WAC 332-30-151? The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing, and has less than 10% cover of non-native plant species. (If non-native species are Spartina , see page 25) At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. The wetland has at least two of the following features: tidal channels, depressions with open water, or contiguous freshwater wetlands. Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 10 WSDOT Adapted Form - March 2, 2015 Wetland name or number SC 4.0. Forested Wetlands Yes = Category I No = Not a forested wetland for this section SC 5.0. Wetlands in Coastal Lagoons Does the wetland meet all of the following criteria of a wetland in a coastal lagoon? Yes - Go to SC 5.1 No = Not a wetland in a coastal lagoon SC 5.1. Does the wetland meet all of the following three conditions? The wetland is larger than 1/10 ac (4350 ft2) Yes = Category I No = Category II SC 6.0. Interdunal Wetlands In practical terms that means the following geographic areas: Long Beach Peninsula: Lands west of SR 103 Grayland-Westport: Lands west of SR 105 Ocean Shores-Copalis: Lands west of SR 115 and SR 109 Yes - Go to SC 6.1 No = Not an interdunal wetland for rating SC 6.1. Yes = Category I No - Go to SC 6.2 SC 6.2.Is the wetland 1 ac or larger, or is it in a mosaic of wetlands that is 1 ac or larger? Yes = Category II No - Go to SC 6.3 SC 6.3. Yes = Category III No = Category IV Category of wetland based on Special Characteristics If you answered No for all types, enter “Not Applicable” on Summary Form The wetland lies in a depression adjacent to marine waters that is wholly or partially separated from marine waters by sandbanks, gravel banks, shingle, or, less frequently, rocks The lagoon in which the wetland is located contains ponded water that is saline or brackish (> 0.5 ppt) during most of the year in at least a portion of the lagoon (needs to be measured near the bottom ) Does the wetland have at least 1 contiguous acre of forest that meets one of these criteria for the WA Department of Fish and Wildlife’s forests as priority habitats? If you answer YES you will still need to rate the wetland based on its functions. Old-growth forests (west of Cascade crest): Stands of at least two tree species, forming a multi-layered canopy with occasional small openings; with at least 8 trees/ac (20 trees/ha) that are at least 200 years of age OR have a diameter at breast height (dbh) of 32 in (81 cm) or more. Mature forests (west of the Cascade Crest): Stands where the largest trees are 80- 200 years old OR the species that make up the canopy have an average diameter (dbh) exceeding 21 in (53 cm). The wetland is relatively undisturbed (has no diking, ditching, filling, cultivation, grazing), and has less than 20% cover of aggressive, opportunistic plant species (see list of species on p. 100). At least ¾ of the landward edge of the wetland has a 100 ft buffer of shrub, forest, or un- grazed or un-mowed grassland. Is the wetland west of the 1889 line (also called the Western Boundary of Upland Ownership or WBUO)? If you answer yes you will still need to rate the wetland based on its habitat functions. Is the wetland 1 ac or larger and scores an 8 or 9 for the habitat functions on the form (rates H,H,H or H,H,M for the three aspects of function)? Is the unit between 0.1 and 1 ac, or is it in a mosaic of wetlands that is between 0.1 and 1 ac? Wetland Rating System for Western WA: 2014 Update Rating Form - Effective January 1, 2015 11 WSDOT Adapted Form - March 2, 2015 BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 1 D1.1, D1.3, D1.4, D2.2, D4.1, D5.2, H1.1, H1.2, H1.4 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD WA 150 FT NO OUTLET EMERGENT SEASONALLY FLOODED BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 2 D3.1, D3.2, D3.3, D4.3, D5.3 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD rFIGURE 3 H2.1, H2.2, H2.3 BGE Environmental, LLC Wetland Consulting & Land Use Planning FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 4 D1.1, D1.3, D1.4, D2.2, D4.1, D5.2, H1.1, H1.2, H1.4 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD PERMANENTLY FLOODED SCRUB/SHRUB FORESTED NO OUTLET WB BGE Environmental, LLC Wetland Consulting & Land Use Planning FIGURE 5 D3.1, D3.2, D3.3, D4.3, D5.3 FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD FIGURE 6 H2.1, H2.2, H2.3 BGE Environmental, LLC Wetland Consulting & Land Use Planning FOR WETLAND RATING PURPOSES ONLY HARBOR CUSTOM HOMES WEST HILLS W WERNER RD BGE ENVIRONMENTAL, LLC. 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