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HomeMy WebLinkAboutABALONE ST, 4442i CITY OF BREMERTON(�T P9RMIT NUMBER: 131312 00553 DEPARTMENT OF COMMUNITY DEVELOPMENT � wo • DTE ISSUED: 11/14/2012 2CtA�►N�� 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 5570-000-036-0007 ZONING: HDR SITE ADDRESS: 4442 ABALONE ST, LT 36 APPLICANT NAME: HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 OWNER NAME: HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 CONTRACTOR: HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY #204, SEATTLE, WA 98188 LENDER NAME: PHONE: 0- {{ ADDRESS - SUBMITTED: 10/17/2012 APPROVED: 11/14/2012 TION: 05/13/2013 STATUS: ISSUED VALUATION: $178,632.11 Residential Building Permit w Mee nical/Plumbing 50% Plan Review Fee $513.50 16-4580 NEW SFR W/GARAGE ( NDE BASIC PLAN# BS12 00010 L2AL 1660 ELEV B) Building Permit $1,580.00 2211 Building Code Edition: RC 2009 Mechanical Fixture Fee $151.90 2215 Occupancy Group: R-3 State Surcharge $4.50 0236 Type of Construction: Type V, Sprinklered Plumbing Fixture Fee $111.00 2213 Flood Zone: State Energy Code $50.00 16-4580 Setbacks: (Front) (Side) (Rear) (Other) TOTAL FEES: $2,410.90 Sanitation Method: Public Sewer System Number of Bedrooms: 4 Square Footage: R-3 Residential, 1 & 2 Famil 1,660 U Utility/Deck Covered (All Types) 28 U Utility/Private Garage, Type VB 413 Inspection Requests FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections (360) 473-5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 415-4000 PW&U: Public Works - Engineering (360) 473-5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are made. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can susbstantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. I have read, and agree to abide by c of this permit including all conditions of zoning, building codes, and State and Federal laws. SIGNATURE OF OWNER OR AGENT: l PRINTED NAME: ��YAc� ��� DATE: CONDITIONS City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. 10. (DCD-47) DCD: Reinspection Fee: All approved plans, the printed building permit, and the permit inspection placard, are required to be on-site for inspection purposes, and work to be inspected shall be complete and ready for inspection. If an inspection is called for and plans are not available on site, or the work is not ready for inspection, approval will not be granted. In addition, a re -inspection fee will be charged and must be collected by the Department of Community Development prior to any further inspections being performed or approvals granted. 10. (DCD-50) Final Inspection Required: All building permits shall have a final inspection performed and approved by the City of Bremerton Department of Community Development prior to permit expiration. The failure to request a final inspection or failure to obtain final approval prior to expiration may require a reactivation fee, or a new permit application if more than a year has passed with no activity. 10. (DCD-01) ASBESTOS: Prior to performing any renovation or demolition work, Puget Sound Clean Air Page 1 of 4 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 PERMIT NUMBER: BB12 00553 DATE ISSUED: 11/14/2012 ASSESSOR NUMBER: APPLICANT NAME: OWNER NAME: CONTRACTOR: LENDER NAME: SUBMITTED: 5570-000-036-0007 ZONING: HDR SITE ADDRESS: 4442 ABALONE ST, LT 36 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY #204, SEATTLE, WA 98188 PHONE: 0- ADDRESS: 10/17/2012 APPROVED: 11/14/2012 EXPIRATION: 05/13/2013 STATUS: ISSUED Agency and Washington Department of Labor and Industries (L&I) regulations require an asbestos survey be performed to determine whether there are asbestos -containing materials in the work area or structure. The asbestos survey must be conducted by and EPA -certified (AHERA) building inspector (except renovation or owner -occupied single family residences).For more information, please contact Clean Air Agency through their web site at www.pseleanair.org or by phone at 800-552-3565 or 206-343-8800. The L&I web site can be found at www.Ini.wa.gov/TradesLicensing/LicensingReq/Asbestos/defauIt.asp. LEAD-BASED PAINT: A contractor or person receiving compensation who is performing renovation, repairs or painting on a residential building or a child -occupied facility built before 1978, must be trained and certified by an accredited training provider, and registered as a Renovator by the Washington State Department of Commerce- Lead -Based Paint Program. For further information please contact: The Department of Commerce website at: www.commerce.wa.gov/lead, or call: (360) 586 -LEAD (5323). , 10. (DCD-02) DCD: Validity of permit. The issuance or granting of a permit shall not be construed -to be a permit for, or an approval of, any violation of any of the provisions of the Washington State Building code or of any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the Washington State Building code or other ordinances of the City of Bremerton shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the building official from requiring the correction of errors in the construction documents and other data. The building official is also authorized to prevent occupancy or use of a structure where in violation of the Washington State Building code or of any other ordinances of the City of Bremerton. 11. (DCD-52) DCD: Gas Piping: Fuel or gas piping shall be inspected after the installation of fuel/gas piping is complete, and before the attachment of fixtures, appliances, or shut-off valves. At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes. Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. 12. (DCD-FUEL APPLIE COMBUSTION AIR: IRC Section M1701.1. Solid -fuel -burning appliances shall be provided with combustion air in accordance with the appliance manufacturer's installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The requirements for combustion and dilution air for gas-fired appliances shall be in accordance with Chapter 24. Fireplaces shall comply with Section 1001. APPLIANCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom, toilet room, or closet. Exception: direct vent appliances (see IRC Section G2406.2 for additional exceptions). PROTECTION OF APPLIANCES: IRC Section M1307.3. Appliances located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers. Appliances having an ignition source shall be elevated so that the ,source of ignition is at least 18" above the floor in garages and in any room that opens to the garage. Appliances designed to be fixed in position shall be fastened or anchored in an approved method. CARBON MONOXIDE ALARMS: IRC Section 315. An approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. MANUFACTURER'S SPECS: IRC M1307.1. The manufacturer's operating and installation instructions shall remain attached to the appliance until final inspection 13. (DCD-04) DCD: Plan Review Requirements: The attached plan review checklist and identified corrections, along with the Energy Compliance Worksheet (when applicable) are part of the approved plans and must remain attached thereto. It is the responsibility of the applicant to make the corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. All proposed changes to "APPROVED" building plans that effect compliance with the City of Page 2 of 4 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 PERMIT NUMBER: BB12 00553 DATE ISSUED: 11/14/2012 ASSESSOR NUMBER: APPLICANT NAME: OWNER NAME: CONTRACTOR: LENDER NAME: SUBMITTED: 5570-000-036-0007 ZONING: HDR SITE ADDRESS: 4442 ABALONE ST, LT 36 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 HIGHMARK HOMES LLC PHONE: (253) 255-5532 ADDRESS: 16400 SOUTHCENTER PKWY #204, SEATTLE, WA 98188 PHONE: 0- ADDRESS: 10/17/2012 APPROVED: 11/14/2012 EXPIRATION: 05/13/2013 STATUS: ISSUED Bremerton Building and Fire Code as adopted and amended in BMC Title 17 and Title 18, or any other City of Bremerton ordinance or regulation, must be reviewed and approved by the Department of Community Development prior to construction. Failure to comply and/or removal of attached documents will result in failure of required building inspections. 14. (DCD-060) Property lines shall be properly marked. Setbacks are measured to the fnished wall of the structure. 15. (DCD-43) Under -floor Inspection: After the foundation is complete, and the floor system is framed, but prior to the installation of the sub -floor or floor sheathing, (exposed floor framing) the under- floor area must be inspected, including all floor framing, anchor bolts, hold-downs and under- floor posts and positive connection devices. 16. (DCD-19) Engineered Wood Floor Trusses & Truss Roof Systems shall have a site specific engineered design (Framing Plan) available at time of Under Floor and/or Framing Inspection. 17. (DCD-38) Shear Wall Inspection: Due to the complexity of the shear wall nailing patterns and hold- down requirements contained within the engineered lateral design, a separate shear wall inspection is required for this project. This inspection should be requested and performed prior to the installation of exterior wall coverings, prior to the framing inspection, such that all shear -wall nailing patterns may be observed, and the installation of all required hold-down devices and required straps, etc. are in place in accordance with the engineer's lateral design. 18. (DCD-14) DCD: Approved Plans, Engineering, Site Plan, Permit, and Conditions shall remain on site and be available for inspection. Any changes to plans shall be approved before construction is performed. Architect or engineer of record shall approve the change before submitting a revision. A revision is subject to a revision fee and additional fees for plan review and inspections. 19. (DCD-CO DET. (NE Carbon Monoxide Alarms. For new construction, an approved carbon monoxide alarm listed in compliance with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom in dwelling units within which fuel -fired appliances are installed and in dwelling units that have attached garages. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. 20. (OTHER) A fire sprinkler system is required for the parcels located in Bay Vista per the conditions of approval for the plat. The sprinkler system may be installed in accordance with NFPA 13D for a single family residence. (! 30. (OTHER) Development must comply with BMC Title 20 and Bay Vista Sub -Area Plan. All driveways and areas used for loading, parking, and maneuvering motorized vehicles shall have a paved surface. A Minimum of one off-street parking space is required for every residential unit pursuant to the Bay Vista Sub -Area Plan. , Page 3 of 4 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT 345 - 6th Street, Bremerton, WA 98337 (360)473-5275 Fax: (360) 473-5278 ASSESSOR NUMBER: 5570-000-036-0007 ZONING: HDR APPLICANT NAME: HIGHMARK HOMES LLC PHONE: (253) 255-5532 OWNER NAME: HIGHMARK HOMES LLC PHONE: (253) 255-5532 CONTRACTOR: HIGHMARK HOMES LLC PHONE: (253) 255-5532 LENDER NAME: R -Hose Bibs PHONE: 0 - PERMIT NUMBER: BB12 00553 .DATE ISSUED: 11/14/2012 SITE ADDRESS: 4442 ABALONE ST, LT 36 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 ADDRESS: 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 ADDRESS: 16400 SOUTHCENTER PKWY #204, SEATTLE, WA 98188 ADDRESS: SUBMITTED: 10/17/2012 APPROVED: 11/14/2012 EXPIRATION: 05/13/2013 STATUS: ISSUED MINIMUM INSPECTIONS REQUIRED To request an inspection, please call (360) 473-5870 and be sure to provide your permit number, name on permit, site address, contact phone number, and inspection type. To register for on-line inspection access, visit the City's website at www.ci.bremerton.wa.us. Foundation Footings, Property lines shall be properly identified Foundation Walls / Hold downs Plumbing Groundwork Underfloor Framing Inspection/Anchor Bolts & Washers/Hold Downs Shear Wall Panels/Braced Wall Panels Mechanical Rough -In Plumbing Rough -In Gas Piping Pressure Test L&I - Electrical Cover Inspection Before Framing (State of Washington) FIRE - Fire Sprinkler/Fire Alarm Cover Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) Insulation - Wall Sheetrock Nailing Paved Driveway & parking areas Insulation - Ceiling Insulation - Underfloor Energy Code - Duct Testing - Provide signed affidavit to Bldg Dept Energy Code - Air Leakage L&I - Electrical Final Inspection PW - Final Inspection - Utilities FIRE - Final Inspection Final Inspection - Building Page 4 of 4 FIXTURE LIST Qty Description Qty Description 1 R -Clothes Washing Machine 1 R -Gas Water Heater Vent & Combustion Air 2 R -Tub and/or Shower Unit 1 R -Clothes Dryer with Exhaust 2 R -Hose Bibs 3 R-Gaspipe System LPG/NATL/OIL 4 R -Sink (Lavatory, Kitchen, Mop or Bar Sink) 1 R -Fireplace -Gas, or Gas Log Insert 3 R -Water Closet and/or Urinal 1 R -Cook Stove with Exhaust 1 R -Dish Washer 1 R -Range Hood 4 R -Bath Fan and/or Exhaust Fan 1 R -Natural Gas Furnace +/- Ducting Page 4 of 4 BUILDING PERMIT INSPECTION CARD2 PROTECT THIS CARD FROM THE WEATHER 4442 ABALONE ST, LT 36 NEW SFR W/GARAGE (UNDER BASIC PLAN# BS12 00010 L2AL 1660 ELEV B) Building ❑ Plumbing ® Mechanical ® Alarm/Sprinkler This Placard must be posted on or near building and the Permit & "Approved" plans must be at the site. Permit # BB 12 00553 Call the following Agency Telephone Numbers for inspections: Building Department Inspections Call: (360) 473-5870 WATER - Public Works - Water: (360) 473-5927 PW - Public Works - Engineering: (360) 473-5270 HEALTH - Kitsap Co. Health District: (360) 337-5285 Fire - Fire Department: (360) 473-5386 L&I - Dept. of Labor and Industry: (360) 415-4000 Inspection POS"Y OH SITE - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the finished wall structure. - Reinspection fee may be assessed if inspection has been requested when not ready or corrections are not completed. - Permit, approved plans, engineering; and inspection card shall be on site during construction or Reinspection Fee may be assessed. Approved Date Notes Foundation Footings, Property lines shall be properly identified Foundation Walls / Hold downs All of the above must be approved. tz— Plumbing Groundwork Occupancy approval for SFR only - Commercial Underfloor Framing Inspection/Anchor Bolts & Washers/Hold Downs iZ"3' 2— Shear Wall Panels/Braced Wall Panels (2. - Mechanical Rough -In Plumbing Rough -In ' [34 -2, - (ZPlumbing Gas Piping Pressure Test 3 S L&I - Electrical Cover Inspection Before Framing (State of Washington) FIRE - Fire Sprinkler/Fire Alarm Cover Framing Inspection (Mechanical & Plumb Rough -In, Elect Cover Completed) Insulation - Wall Sheetrock Nailing Paved Driveway & parking areas -( Insulation - Ceiling..+ 7j Insulation - Underfloor Energy Code - Duct Testing - Provide signed affidavit to Bldg Dept Energy Code - Air Leakage 0, -1-7 ,Goo2Z 1(:,5_ L&I - Electrical Final Inspection (-I �' -a-7 -3 PW - Final Inspection - Utilities b S 1-2.1 3 FIRE - Final Inspection RX74 Final Inspection - Building "xl-1 FINAL BUILDING (360) 473-5870 All of the above must be approved. Occupancy approval for SFR only - Commercial structures require a separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENTAPPROVAL PROTECT THIS CARD FROM THE WEATHER 0 O (DCD D om v �* �� ni rm�w Or� m ?AMhj �A 4 0 A T-- mm a -4 k3 0 J 33'-0' U3 A N A 56'-0' 20�_a�• (DCD (D Q. o om v �* �� CRCD 0 -5 C CD ga �o . I>. U3 0 rn 4 U3 b N G) n b m 20��0e z - E rn .M -{ .rnrn W N U3 t- 5 s CD m aCA CD CD 0 �m 3 o w =gym m c =: m �a Co a3 MCI) -n CD a W, CD i co 21 co n Geotechnical Engineering Associated Earth Sciences, Inc. xF �er��afJer�uice Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Water Resources SECTOR 2B BAY VISTA REDEVELOPMENT PROJECT Bremerton, Washington Environmental Assessments and Reinediation Sustainable Development Services. Geologic Assessments Prepared for Housing Authority of the City of Bremerton Marathon Development, Inc. Project No. KE090103A July 31, 2009 Associated Ea.rdi Sciences, Inc. M a] N C e 6yOw25VeatyofS'ww July 31, 2009 Project No. KE0901-03A Housing Authority of the City of Bremerton 110 Russell Road, P.O. Box 4460 Bremerton, Washington 98312 Marathon Development, Inc. 12600 SE 38t' Street, Suite 108 Bellevue, Washington 98006 Attention: Ms. Nancy Austin Mr. Troy Johnson Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Sector 2B Bay Vista Redevelopment Project Bremerton, Washington Dear Ms. Austin and Mr. Johnson: We are pleased to present the enclosed copies of the above -referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies and offers recommendations for the preliminary design and development of the proposed Sector 2B phase of the project. Our recommendations are preliminary in that definite building and construction details have not been finalized at the time of this report. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington ,r Bruce L. Blyt'onf�P.lt Principal Engineer BLBAd — KE090107A7 — Projects1200901071KEMP Kirkland a Everett ■ Tacoma 425-827-7701 425-259-0522 253-722-2992 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT SECTOR 2B BAY VISTA REDEVELOPMENT PROJECT Bremerton, Washington Prepared for: Housing Authority of the City of Bremerton 110 Russell Road, P.O. Box 4460 Bremerton, Washington 9831.2 Marathon Development, Inc. 12600 SE 38" Street, Suite 108 Bellevue, Washington 98006 Prepared by: Associated Earth Sciences, Inc. 9115" Avenue, Suite 100 Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 July 31, 2009 Project No. KE090103A Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelmnent Project Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of Associated Earth Sciences, Inc.'s (AESI's) subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the Sector 2B construction phase of the Bay Vista Redevelopment project in Bremerton, Washington (Figure 1). The approximate locations of the explorations accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. If any changes in the nature, design, or locations of the site development improvements are planned, the conclusions and recommendations in this report should be reviewed and modified, or verified. The recommendations in this report are preliminary because grading plans and construction details were not finalized at the time of this report. Once development plans are substantially complete, the conclusions and recommendations in this report should be reviewed and modified, or verified, as appropriate. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data and design recommendations for design and development of the subject project. This study included a review of available geologic literature, excavation of exploration pits and borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. Geologic studies were completed to identify geologic hazards associated with the site. Where warranted, geologic hazard mitigations are recommended. Geotechnical engineering studies were also conducted to recommend the type of suitable foundation, allowable foundation soil bearing pressure, anticipated foundation settlements, basement/retaining wall lateral pressures, floor support recommendations, drainage considerations, and erosion mitigation recommendations. This report summarizes our current fieldwork and offers development recommendations based on our present understanding of the project. 1.2 Authorization Written authorization to proceed with this study was granted by the Housing Authority of the City of Bremerton. Our study was accomplished in general accordance with our proposal dated April 28, 2009. This report has been prepared for the exclusive use of the Housing Authority of the City of Bremerton, Marathon Development, Inc., and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. rJUld - KE090103117 - Projecls1200901031KEMP Page 1 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Project and Site Conditions a� m engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. 2.0 PROJECT AND SITE DESCRIPTION 2.1 Site Description The Bay Vista site is located in West Bremerton, Washington. The site is roughly triangular in shape and is comprised of an area of approximately 83 acres. The site is bounded by Kitsap Way on the north, Oyster Bay Avenue North on the east, and State Route (SR) 3 on the west. The existing Westpark public housing community was built in 1941 and is owned and operated by the Bremerton Housing Authority (BHA). The surrounding area is a mixture of residential neighborhoods to the east, commercial and retail uses along Kitsap Way, and light industrial uses south of SR 3. Sector 2B of the project consists of the southern approximate one-third of the site abutting the south edge of the Westpark landfill. The site was recently occupied by scattered duplex and triplex residential structures with associated roads and landscaping. The site is currently being mass graded in preparation of the development. The Westpark landfill is located on the west side of Oyster Bay Avenue North approximately 900 feet south of Kitsap Way. The surface of the landfill is currently used as a baseball field with an elevation of approximately 105 feet above mean sea level (amsl). The ground elevation slopes up from the ball field approximately 20 to 30 feet on all sides except the northeast corner. We interpret the landfill location to be a naturally formed kettle depression formed during the last glacial retreat approximately 15,000 years ago that was subsequently modified and filled by the landfill activities and development of the Westpark community. Three exploration borings (GS -1, GS -2, and P-1) and several pits conducted by Landau Associates (Landau, 2007) indicate that the landfill waste is approximately 30 feet deep. The waste is underlain by approximately 7 feet of native peat and alluvium soils. Landau reported shallow ground water in the landfill at a depth of 7 feet (GS -1) and 14 feet (GS -2). No ground water was observed in P-1. 2.2 Project Description The proposed master plan involves the redevelopment of the existing public housing community. The proposed project includes redevelopment into a mixed-use, mixed -income, pedestrian -oriented community. We understand that the existing structures will be razed, the existing roads removed, the existing utilities will be removed and/or abandoned, and the existing landfill abandoned. The site will be regraded and new utilities installed. New residential structures will be built after the new infrastructure is in place. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EIL/id - KE09010.iA7- ProjectW700901031KEMP Page 2 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Protect Project and Site Conditions 3.0 SUBSURFACE EXPLORATION Our field study included excavating a series . of exploration pits and borings to gain subsurface information about Sector 2B, as well as other areas of the site. Exploration pits EP -64 to EP -73 and monitoring wells MW -1 and MW -2 were located in and around the Sector 2B area. Monitoring wells were completed using drilling rigs subcontracted to AESI, and the exploration pits were completed by Hos Bros. Construction, Inc,., the project construction contractor. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types. Our explorations were approximately located in the field by measuring from known site features shown on a topographic site plan provided by the client. The conclusions and recommendations presented in this report are based, in part, on the conditions encountered in the explorations completed for this study. The number, locations, and depths of the explorations were completed within site and budgetary constraints. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between the field explorations is necessary. Differing subsurface conditions may be present outside of the area of the field explorations due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Pits Ten exploration pits (EP -64 through EP -73) were initially excavated across the Sector 2B area in order to provide information for subsurface characterization. Additional exploration pits (EP -74 through EP -120) were excavated to aid in identifying the depths of unsuitable existing fill soils and determine if the existing fill soils to be removed appear suitable for reuse as structural fill. The pits permitted direct, visual observation of subsurface conditions. Materials encountered in the exploration pits were studied and classified in the field by geologists from our firm. All exploration pits were backfilled immediately after examination and logging. Selected samples were then transported to our laboratory for further visual classification and testing, as necessary. 3.2 Air -Rotary Exploration Borings/Monitoring Wells Two deep exploration borings/monitoring wells (MW -1 and MW -2) were completed in or near the Sector 2B area. Explorations MW -1 and MW -2 were drilled and installed using truck - July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. E211d - KE090103A7 - Projects 1200901031KEiWP Page 3 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bal Vista Redevelopment Project Project and Site Conditions mounted, air -rotary drilling equipment. Six-inch, inside -diameter, welded steel casing with 5 -inch, inside -diameter screen sections were used to drill and construct the wells inside the exploration borings. The wells were drilled and installed under the full-time observation of an AESI geologist. The geologist collected grab samples of the soil cuttings generated during drilling. Detailed descriptions of the well construction are included on the exploration logs. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the explorations accomplished for this study, visual reconnaissance of the site, and review of topography provided on the topographic site plan. We performed our initial round of exploration pits in early June of 2009 when the site was partially demolished. During grading activities, we observed zones of fill and debris and performed additional exploration pits to aid in identifying additional fill zones. Since the site is being actively graded at the time this report was written, we will also perform additional explorations, as needed, to identify additional disturbed areas after buildings and roads are demolished. As shown on the exploration logs, the exploration pits generally encountered varying amounts of sediments interpreted to be fill (up to 10 feet thick) over ice contact and lodgement till sediments. Where fill and other unsuitable materials are encountered, they should be excavated and replaced with suitable fill. Table 4.1 below summarizes the depths of unsuitable fill and other materials, the reuse potential of those materials, and depths to suitable bearing soils for the second round of exploration pits. The two. deep explorations MW -1 and MW -2 encountered a thick sequence of very low - permeability lodgement till to depths of approximately 97 feet in MW -1 and 70 feet in MW -2. Stratified sand and gravel sediments interpreted to represent Vashon advance outwash were encountered beneath the till in each monitoring well. The following section presents more detailed subsurface information organized from the youngest to the oldest sediment types. 4.1 Stratigraphy Topsail/Fill Fill soils (those not naturally placed) were encountered in all the initial explorations in Sector 2B. Fill was not encountered in all the second round of explorations because active grading had begun and many areas were already stripped or cut down. The fill ranged in thickness from '/s foot thick in EP -70 to 10 feet thick in EP -64. As noted on the exploration logs, the fill consisted of loose to medium dense, silty fine to coarse sand with various gravel, July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJL11d - KE090103,17- Projeas120090/031KE1WP Page 4 Subsurface Exploration; Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Repon Bay Vista Redevelopment Project Project and Site Conditions scattered debris, and organics. Exploration pit EP -71, excavated near the southeast corner of the landfill "kettle," exhibited fill over sediments interpreted to be Vashon ice contact deposits. In explorations EP -64 and EP -67, a low-density, fractured, fine sandy silt/clay fill was encountered in the lower portions of the fill, which was determined to be unsuitable for reuse as structural fill. In exploration EP -76,,a woody debris layer was encountered, which was also determined to be unsuitable for reuse as structural fill. In exploration EP -85, the fill encountered between 3 to 6.5 feet in depth appeared to be suitable for reuse, if the significant amount of organic debris can be selectively removed. In exploration EP -120, a dry, powdery, fine-grained weathered till was encountered that was determined to be unsuitable for reuse as structural fill. Other fill soils are assumed to be present in the areas of the existing structures. Since the quality, thickness, and compaction of the fill materials are unknown, the fill is unsuitable for direct structural support. Ice Contact Deposits A variable mixture of loose to dense (mainly medium dense), fine to medium sand, trace to few silt, with various amounts of gravel was encountered below the topsoil/fill in exploration pit EP -71 and interpreted to be ice contact deposits. The deposit was observed to the full 11 -foot depth of the exploration pit. Ice contact soils are typically deposited in slow-moving streams and ponds adjacent to and under the Vashon-age glacial ice sheet, which was about 3,000 feet thick in the Bremerton area. Thinner sections of the ice sheet overran the ice contact deposit compressing it to its present medium dense to dense consistency at depth. Subsequent weathering has resulted in a loose to medium dense upper few feet of the deposit. The ice contact deposit possesses moderate strength and low to moderate compressibility attributes that are favorable for support of moderately loaded foundations, floor slabs, and paving with proper preparation. The ice contact deposit generally has a low potential for infiltration. Vashon Lodgement Till Sediments encountered below the topsoil/fill at the locations of all the explorations, and assumed to be under the ice contact deposits in EP -71, generally consisted of medium dense to very dense, fine to coarse sand, few to little silt and gravel, and scattered cobbles. We interpret these sediments to be representative of Vashon lodgement till. The Vashon lodgement till was deposited directly from basal, debris -laden glacial ice during the Vashon Stade of the Fraser Glaciation approximately 12,500 to 15,000 years ago. The reduced density occasionally observed within 3 to 5 feet of the ground surface is interpreted to be due to weathering. The high relative density of the unweathered till is due to its consolidation by the massive weight of the glacial ice from which it was deposited. The lodgement till was observed to extend down to approximately 97 feet and 70 feet below existing grades as encountered in explorations MW -1 and MW -2, respectively. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJUld - KE090103A7 - Projects1200901031KEMP Page 5 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Project and Site Conditions Advance Outwash A generally dense to very dense sand and gravel with generally trace to few silt and occasional little silt was encountered below the lodgement till in deep explorations MW -1 and MW -2. These sediments are interpreted to be Vashon-age advance outwash. Advance outwash was deposited -by meltwater streams emanating from the advancing Vashon-age glacial ice sheet and subsequently overridden by several thousand feet of ice. Consequently, these materials are generally dense and possess moderate to high shear strength and low -compressibility characteristics. The advance outwash is suitable for structural fill, foundation, and pavement support provided the weathered zone is suitably compacted; however, the advance outwash deposits are not expected to be encountered during grading due to their depth. Limited infiltration may be feasible in this deposit, and location -specific in-situ testing is recommended if infiltration is considered. Table 4.1 Summary of Unsuitable Materials and Depths for Exploration Pits EP -74 to EP -120 Pit No. GS Elev. (feet) Fill Unsuitable for Reuse Depth (feet) Fill Suitable for Reuse Depth (feet) Fill Suitable for Reuse Depth but w/Signifiicant Organic Debris (feet) Weathered Till Depth (feet) Dense Lodgement Till Depth (feet) EP -74 157.58 0+ EP -75 154.66 0+ EP -76 149.19 3-5 0-3,5-6 6+ EP -77 156.75 0-0.5 0.5+ EP -78 146.73 0-10 10+ EP -79 151.72 0-0.5 0.5+ EP -80 144.37 0-4.5 4.5-6.5 6.5+ EP -81 146.40 0-3 3-6 6+ EP -82 142.38 0-6 6+ EP -83 142.63 0-5 5+ EP -84 138.70 0-4.5 4.5+ EP -85 139.31 0-3 3-6.5 6.5+ EP -86 139.56 0-3.5 3.5+ EP -87 141.64 0-3.5 3.5+ EP -88 144.10 0-2 2-3.5 3.5+ EP -89 160.15 0+ July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJUld - KE090103A7- Projects1200901031KElWP Page 6 a� Subsurface Exploration, Geologic Hazard and Sector 2B Prelitninary Geotechnical Engineering Report Bay Vista Redevelopment ProjectProject and Site Conditions Pit No. GS Elev. (feet) Fill Unsuitable for Reuse Depth (feet) Fill Suitable for Reuse Depth (feet) Fill Suitable for Reuse Depth but w/Significant Organic Debris (feet) Weathered Till Depth (feet) Dense Lodgement Till Depth (feet) EP -90 156.31 0-1.5 1.5-3 3+ EP -91 165.53 0-3 3+ EP -92 154.85 0-2.5 2.5+ EP -93 165.40 0+ EP -94 149.96 0-4 4-5 5+ EP -95 165.00 0+ EP -96 149.82 0-2 2+ EP -97 161.70 0-2 2+ EP -98 146.78 0-2 2+ EP -99 156.75 0-4 4+ EP -100 157.64 0-4 4+ EP -101 154.45 0+ EP -102 163.60 0-1.5 1.5+ EP -103 156.90 0+ EP -104 n/a 0-2 2+ EP -105 161.25 0+ EP -106 159.44 0-1 1-3 3+ EP -107 157.50 0+ EP -108 161.53 0+ EP -109 165.10 0+ EP -110 156.50 0-2 0+ EP -111 157.70 0+ EP -112 160.22 0+ EP -113 151.57 0-3 3+ EP -114 153.13 0-2 2+ EP -115 151.63 0+ EP -116 n/a 0+ EP -117 154.10 0-3 3+ EP -118 157.78 0-3 3+ EP -119 164.65 0-2.5 2.5+ EP -120 154.70 0-4 4-5 5+ Iva = nut avauavle July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJL.11d - KE09010.3A7 - Projects12009010.31KE1 WP Page 7 J 6. Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Project and Site Conditions 4.2 Geologic Mapping Review of the regional geologic map titled Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington, compiled by Yount, Minard, and Demboff (1993), indicates that the area of the subject site is underlain by Vashon lodgement till (Qvt). Our interpretation of the sediments encountered at the subject site is in general agreement with the regional geologic map. 4.3 Hydrology Shallow ground water seepage was not observed in the exploration pits in the Sector 2B area. However, random areas of perched ground water are often encountered on top of dense to very dense, low -permeability lodgement till sediments and may be encountered during grading. It should be noted that the occurrence and level of ground water seepage at the site may vary in response to such factors as changes in season, precipitation, and site use. Deep ground water was encountered in explorations MW -1 and MW -2 and will be addressed in a hydrogeologic report by AESI under separate cover. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. ; lild - KE090103A 7 - Projeus1200901031KEMP Page 8 A r Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bq Vista Redevelopment ProjectGeologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, topographic, and shallow ground water conditions, as observed and discussed herein. 5.0 SEISMIC HAZARDS AND MITIGATION Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these events are small and are usually not felt by people. However, large earthquakes do occur, as evidenced by the 1949, 7.2 -magnitude event; the 2001, 6.8 -magnitude event; and the 1965, 6.5 -magnitude event. The 1949 earthquake appears to have been the Iargest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20 -year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 5.1 Surficial Ground Rupture The project site is located within the Seattle Fault Zone. Recent studies by the United States Geological. Survey (USGS) (e.g., Yount and Gower, 1991, Bedrock Geologic Map of the Seattle 30'x 60' Quadrangle, Washington, USGS OFR 91-147; Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22; Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of America Bulletin, v. 111, n. 7; and Blakely et al., 2002, Location, Structure, and Seismicity of the Seattle Fault Zone, Washington: Evidence from Aeromagnetic Anomalies, Geologic Mapping, and Seismic - Reflection Data, GSA Bulletin, v. 114 n. 1) suggest that a portion of the east -west trending thrust fault zone (Seattle Fault) may project approximately 1/2 mile north of the site. The recognition of this fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave -cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EIVId - KE090103A7 - Projecrsl200901031KEMP Page 9 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redeveloprnent Project Geologic Hazards and Mitigatiolts Due to the proximity of the site to the suspected fault trace, the risk for surficial ground rupture should be considered moderate to high during a significant seismic event connected to the Seattle Fault. Mitigation should consist of complying with the 2006 International Building Code (IBC) for this site. 5.2 Seismically Induced Landslides There are steep slopes surrounding the landfill. However, we understand that they will mostly be flattened as a result of grading. Therefore, the potential for seismically induced landsliding is low due to the lack of steep slopes on the site. If steep areas remain after grading or due to a change in the grading plan, we recommend that we assess the slope conditions at that time. 5.3 Liquefaction The encountered stratigraphy has a low potential for liquefaction due to its dense state and lack of adverse ground water conditions. No mitigation of liquefaction hazards is necessary. 5.4 Ground Motion The guidelines presented in the 2006 IBC Section 1613 should be used in the seismic design of the project. The USGS Java Ground Motion Parameter Calculator, Version 5.0.9' was used to determine interpolated probabilistic ground motion values in percent of gravity (g) for an event with a return period of 2 percent exceedance in 50 years. Using the calculator, the project area was submitted using latitude and longitude for mapped spectral accelerations of Ss = 1.512 for short periods (0.2 seconds) and Si = 0.537 for a 1 -second period. Based on the results of our subsurface exploration and our estimation of soil properties at depth utilizing available geologic data, Site Class "C", in conformance with Table 1613.5.2 of the IBC, may be used. These values correspond to site coefficients Fa = 1.00 and Fv = 1.30 in conformance with IBC Tables 1613.5.3(1) and 1613.5.3(2), respectively. 6.0 EROSION HAZARDS AND MITIGATION As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections for all sites 1 or more acres in size that discharge storm water to surface waters of the state. The TESC inspections must be completed by a Certified Erosion and Sediment Control Lead (CESCL) for the duration of the construction. TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution http://earthquake.usgs.gov/research/hazmaps/design/ July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EA lid - KE090103A7- Projects1200901031KEMP Page 10 1 0 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Geologic Hazards and Mitigations Prevention Plan (SWPPP). If the project does not require a SWPPP, the TESC reports should be kept in a file on-site, or by the permit holder if there is no facility on-site. Ecology also requires weekly turbidity monitoring by a CESCL of storm water leaving a site for all sites 5 acres or greater. Ecology requires a monthly summary report of the turbidity monitoring results (if performed) signed by the NPDES permit holder. If the monitored turbidity equals or exceeds 25 nephelometric turbidity units (NTU) (Ecology benchmark standard), the project best management practices (BMPs) should be modified to decrease the turbidity of storm water leaving the site. Changes and upgrades to the BMPs should be continued until the weekly turbidity reading is 25 NTU or lower. If the monitored turbidity exceeds 250 NTU, the results must be reported to Ecology within 24 hours and corrective action taken. Daily turbidity monitoring is continued until the corrective action lowers the turbidity to below 25 NTU. In order to meet the current Ecology requirements, a properly developed, constructed, and maintained erosion control plan consistent with City of Bremerton standards and best management erosion control practices will be required for this project. Based on past experience, it will be necessary to make adjustments and provide additional measures to the TESC plan in order to optimize its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. We understand that the earthwork contractor will use a proprietary flocculent treatment and filtration system and that home builders will rely on temporary settling ponds. The erosion hazard of the site soils ranges from low to high, depending on the gradation of the soils and the slope. Maintaining cover measures atop disturbed ground provides the greatest reduction to the potential generation of turbid runoff and sediment transport. During the local wet season (October V through March 31"), exposed soil should not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or recycled concrete, or mature hydroseed. Flow -control measures are also essential for collecting and controlling the site runoff. Flow paths across slopes should be kept to less than 50 feet in order to reduce the erosion and sediment transport potential of concentrated flow. Ditch/swale spacing should be shortened with increasing slope gradient. Ditches and swales that exceed a gradient of 10 percent should include check dams to reduce the flow velocity and erosion potential within the ditch. Flow paths that are constructed on gradients between 10 to 15 percent should be placed in a riprap- lined swale. Flow paths constructed on slope gradients steeper than 15 percent should be placed in a pipe slope drain. Some fine-grained surface soils are the result of natural weathering processes that have broken down parent materials into their mineral components. These mineral components can have an inherent electrical charge. Electrically charged mineral fines will attract oppositely charged particles and can combine (flocculate) to form larger particles that will settle out of suspension. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJL 1d - KE090103A7 - ProjectsV00901031KLI WP Page 11 r a. Subsurface Exploration, Geologic Hazard and Sector 2B PreliminaryGeotechnical Engineering Report Bay Vista Redevelopment ProjectGeologic Hazards and Mitigations The sediments produced during the recent glaciation of Puget Sound are, however, most commonly the suspended soils that are carried by site storm water.. The fine-grained fraction of the glacially derived soil is referred to as "rock flour," which is primarily a silt -sized particle with no electrical charge, These particles, once suspended in water, may require months to settle out of suspension. The flow length within a temporary sediment control trap or pond has virtually no effect on discharge water quality because of the long settling time compared to the time it takes to flow from one end of the pond to the other. Reduction of turbidity from a construction site is almost entirely a, function of cover measures and flow control. Temporary sediment traps and ponds are necessary to control the release rate of the runoff and to provide a catchment for sand -sized and larger soil particles, but are ineffective at reducing the turbidity of the runoff. Silt fencing should be utilized as buffer protection and not as a flow -control measure. Silt fencing should be placed parallel with topographic contours to prevent sediment -laden runoff from leaving a work area or entering a sensitive area. Silt fences should not be placed across contour lines without having separate flow control in front of the silt fence. A swale/berm combination should be constructed to provide flow control rather than let the runoff build up behind the silt fence and utilize the silt fence as the flow -control measure. Runoff flowing in front of a silt fence will cause additional erosion and may cause a failure of the silt fence. 6.1 Erosion Hazard Mitigation To mitigate the erosion hazards and potential for off-site sediment transport, we would recommend the following: 1. The winter performance of a site is dependent on a well -conceived plan for control of site erosion and storm water runoff. It is easier to keep the soil on the ground than to remove it from storm water. The owner and the design team should include adequate ground -cover measures, access roads, and staging areas in the project bid for a workable site. The contractor must implement and maintain the required measures throughout the project duration. A site maintenance plan should be in place in the event storm water turbidity measurements are greater than the Ecology standards. 2. All TESL measures for a given area to be graded or otherwise worked should be installed prior to any activity within an area other than installing the TESC features or timber harvesting. The recommended sequence of construction within a given area after timber harvesting would be to install sediment traps and/or ponds and establish perimeter flow control prior to starting mass grading. Jitly .3I, 2009 ASSOCIATED EARTH SCIENCES, INC. EJUld - KE090103A7 - Projeas1200901031KEMP Page 12 If Subsurface a7 ploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Geologic Hazards and Mitigations 3. During the wetter months of the year, or when large storm events are predicted during the summer months, each work area should be stabilized so that if showers occur, the work area can receive the rainfall without excessive erosion or sediment transport. The required measures for an area to be "buttoned -up" will depend on the time of year and the duration the area will be left un -worked. During the winter months, areas that are to be left un -worked for more than 2 days should be mulched or covered with plastic. During the summer months, stabilization will usually consist of seal -rolling the subgrade. Such measures will aid in the contractor's ability to get back into a work area after a storm event. The stabilization process also includes establishing temporary storm water conveyance channels through work areas to route runoff to the approved treatment facilities. 4. All disturbed areas should be revegetated as soon as possible. If it is outside of the growing season, the disturbed areas should be covered with mulch, as recommended in the erosion control plan. Straw mulch provides a cost-effective cover measure and can be made wind -resistant with the application of a tackifier after it is placed. S. Surface runoff and discharge should be controlled during and following development. Uncontrolled discharge may promote erosion and sediment transport. Under no circumstances should concentrated discharges be allowed to flow over the top of steep slopes. 6. Soils that are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the use of straw bales/silt fences around pile perimeters. During the period between October 1" and March 315`, these measures are required. 7. On-site erosion control inspections and turbidity monitoring should be performed in accordance with Ecology requirements. Weekly and monthly reporting to Ecology should be performed on a regularly scheduled basis. TESC monitoring should be part of the weekly construction team meetings. Temporary and permanent erosion control and drainage measures should be adjusted and maintained, as necessary, at the time of construction. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (BMPs) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. Eitild - KL•090103A7 - Projects1200901031KERP Page 13 w Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Prelnnina2 Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 7.0 INTRODUCTION Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly followed. The foundation bearing stratum is relatively shallow in most areas, and conventional spread footing foundations may be utilized for the new structures. However, local areas of deeper fill containing debris and organics have been encountered around old buildings and utilities requiring selective removal and replacement. Consequently, foundations bearing on either the medium dense to very dense, natural lodgement till sediments, or on structural fill placed over these sediments, are capable of providing suitable building support. 8.0 SITE PREPARATION 8.1 Clearing and Stripping Site preparation of the planned building and pavement areas should include removal of all trees, brush, debris, and any other deleterious materials. These unsuitable materials should be properly disposed of. Additionally, any areas of organic forest duff/topsoil should be removed and the remaining roots grubbed. Topsoil thicknesses in our exploration pits ranged from 6 inches to 12 inches, but may vary outside this range, particularly in the vicinity of any previously disturbed/graded areas. Topsoil should be expected to swell by approximately 25 percent relative to in-place volumes. Areas where loose surficial soils exist due to grubbing operations should be considered as fill to the depth of disturbance and treated as subsequently recommended for structural fill placement. Existing utilities should be removed and/or abandoned and associated trenches and backfill, overexcavated down to suitable bearing soils as determined by an AESI representative. The exposed subgrades should be compacted and backfilled with structural fill, which may consist of the overexcavated material, if suitable. If the existing fill is not suitable for reuse, it should be removed from the site and stockpiled and/or placed on the existing landfill. After stripping of the organic topsoil layer, removal of roots, and overexcavation of existing fill materials, we recommend that the soil exposed in the proposed roadway areas be recompacted to a firm and unyielding condition. The recompacted area should then be proof - rolled with a fully loaded, tandem -axle dump truck. Any soft or yielding areas identified during proof -rolling should be overexcavated and backfilled with structural fill. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. F-11 lid - KE090103A7- Projects 1200901031KEIWP Page 14 V Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geolechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations Building and wall areas should be delineated and additional exploration pits excavated to evaluate the subgrade. Any unsuitable areas should be overexcavated and replaced with structural fill. 8.2 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction based on the local conditions encountered at that time. For planning purposes, we anticipate that temporary, unsupported cut slopes in the loose to medium dense, weathered till sediments can be made at a maximum slope of 1.5H: IV (Horizontal: Vertical). Temporary cut slopes within the dense to very dense, unweathered lodgement till up to a IN: IV inclination may be planned. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. Flatter, temporary cut slopes should be anticipated in areas of ground water seepage. In addition, WISHA/OSHA regulations should be followed at all times. 8.3 Site Disturbance The shallow -depth site soils contain a high percentage of fine-grained material, which makes them moisture -sensitive and subject to disturbance when wet. Conversely, dry soil cannot be compacted to the specified density and is prone to wetting -induced settlement after the fill is placed. The contractor. must use care during site preparation and excavation operations so that the underlying soils are not softened and that structural fill materials are moisture -conditioned to within approximately 2 percent of optimum moisture prior to compaction or reuse. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. If crushed rock is considered for the access and staging areas, it should be underlain by stabilization fabric (such as Mirafi 50OX or approved equivalent) to reduce the potential of fine-grained materials pumping up through the rock and turning the area to mud. The fabric will also aid in supporting construction equipment, thus reducing the amount of crushed rock required. We recommend that at least 10 inches of rock be placed over the fabric; however, due to the variable nature of the near -surface soils and differences in wheel loads, this thickness may have to be adjusted by the contractor in the field. 9.0 STRUCTURAL FILL Structural fill will be necessary to establish desired grades in .some areas and to re-establish grade after unsuitable soils are removed. All references to structural fill in this report refer to subgrade preparation, fill type, and placement and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJLgd - KE090103A7 - Projects1200901031KEMP Page 15 IN I Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations 9.1 Subgrade Compaction After overexcavation/stripping have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper 12 inches of exposed ground should be compacted to a firm and unyielding condition. If the subgrade contains too much moisture, suitable compaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of compaction of the subgrade surface, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After compaction of the exposed ground is tested and approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. 9.2 Structural Fill Compaction Structural fill is defined as non-organic soil, acceptable to the geotechnical engineer, placed in maximum 8 -inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum dry density using American Society for Testing and Materials (ASTM) : D 1557 as the standard. Roadway and utility trench backfill should be placed and compacted in accordance with applicable municipal codes and standards. The top of the compacted fill should extend horizontally a minimum distance of 3 feet beyond the perimeter footings or pavement edges before sloping down at an angle no steeper than 2HAV. Fill slopes should either be overbuilt and trimmed back to final grade or surface -compacted to the specified density. 9.3 Moisture -Sensitive Fill Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions and near -optimum subgrade and fill moisture. Most grading activities are currently planned for completion in the drier summer months, so a combination of drying and added moisture will likely be required, depending on local soil conditions. The on-site lodgement till sediments are suitable for use as structural fill, but contain significant amounts of silt and are considered highly moisture -sensitive. in addition, construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non-organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJL,/!d - KE090103A7 - Projecls1200901031KEIWP Page 16 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelo me�ofect Preliminary Design Recommendations •�—gym sersa - 9.4 Structural Fill Testing The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 3 business days in advance to perform a Proctor test and determine its field compaction standard. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in- place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing frequency. 10.0 FOUNDATIONS 10.1 Allowable Soil Bearing Pressure Spread footings may be used for building support when founded either directly on the medium dense to very dense, natural glacial sediments, or on structural fill placed over these materials, as described under the "Site Preparation" and "Structural Fill" sections of this report. For footings founded either directly upon the medium dense to very dense glacial sediments, or on structural fill as described above, we recommend that an allowable bearing pressure . of 2,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. An increase of one-third may be used for short-term wind or seismic loading. 10.2 Footing Widths and Depths Perimeter footings for the proposed buildings should be buried a minimum of 18 inches into the surrounding soil for frost protection. No minimum burial depth is required for interior footings; however, all footings must penetrate to the prescribed strata, and no footings should be founded in or above loose, organic, or existing fill soils. Footings should be at least 14 inches wide for single -story structures, with 2 inches of width added for each additional story. 10.3 Footings Adjacent to Cuts The area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:1V line extending down from any footing must not July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. rauld - kEo90103A7 - Protects120MI031KE1WP Page 17 Subsurface &ploratlon, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations daylight because sloughing or raveling may eventually undermine the footing. Thus footings should not be placed near the edges of steps or cuts in the bearing soils. 10.4 Footing Settlement Anticipated settlement of footings founded as described above should be on the order of 1 inch or less. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. 10.5 Footing Subgrade Bearing Verification All footing areas should be observed by AESI prior to placing concrete to verify that the exposed soils can support the design foundation bearing capacity and that construction conforms with the recommendations in this report. Foundation bearing verification may also be required by the governing municipality. This is particularly important on this site where numerous isolated zones / pockets of unsuitable fill have been found and may be encountered at random locations. 10.6 Foundation Drainage Perimeter footing ; drains should be provided, as discussed under the "Drainage Considerations" section of this report. If gravity drainage is not possible, the portion of the structure below the drain level must be designed for combined soil and hydrostatic/buoyant forces. 11.0 LATERAL WALL PRESSURES All backfill behind walls or around foundations should be placed following our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed using an equivalent fluid equal fo , 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls that retain sloping backfill at a maximum angle of 2H: 1V should be designed for 55 pcf for yielding conditions and 75 pcf for restrained conditions. if parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. Undrained walls/structures must be designed for combined soil and hydrostatic pressures (85 pcf for yielding walls, 100 pcf for unyielding walls with horizontal backfill) and for buoyant/uplift forces. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. ElUld - KE090103A7- Projecrs1200901031KEMP Page 18 A Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations 11.1 Wall Backfill The lateral pressures presented above are based on the conditions of a uniform backfill consisting of either the on-site glacial sediments, or imported sand and gravel compacted to 92 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in unacceptable settlement behind the walls. Thus, the compaction level is critical and must be tested by our firm during placement. The recommended compaction of 92 percent of ASTM:D 1557 applies to any structural fill placed behind the wail within a distance equal to the wall height and up to the elevation of the top of the wall. Structural fill used to construct slopes behind retaining walls should be compacted to at least 95 percent of ASTM:D 1557 if the fill is placed above the elevation of the top of the wall. Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be added to the above -recommended lateral pressures. Footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. 11.2 Wall Drainage It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1 -foot -wide blanket drain for the full wall height (excluding the uppermost i foot of backfill) using imported washed gravel against the walls. The wall drain material must be hydraulically connected to the footing drain pipe. Wall foundation drains are discussed in Section 14.1 of this report. 11.3 Passive Resistance and Friction Factor Lateral loads can be resisted by friction between the foundation and the natural, medium dense to dense glacial sediments or supporting structural fill soils, or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with compacted structural fill to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.30 Both of these values include a factor of safety of 1.5. 11.4 Walls with Footing Surcharges We understand that certain retaining walls up to approximately 7 feet in retained height may be located as close as 3 feet from the walls of buildings. We estimate that the corresponding July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. ElUld - KE090103A7 - Projects1200901031KEMP Page 19 Subsurface 1%xploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations Iateral surcharge from the foundations designed and constructed per the recommendations provided in this report results in an approximately 2,100 -pound per foot horizontal line load located at a distance of 0.6 H above the finish grade at the base of the wall, where H equals the retained height of the wall. Alternatively, the structural engineer may apply a 350 psf uniform horizontal surcharge applied against the retained height of the back of the wall. These surcharges apply to rigid, cast -in-place concrete retaining walls with the above-described dimensions. AESI can provide additional wall surcharges for other geometries, or analyze flexible wall surcharges, when requested. 12.0 ROCKERIES Rockeries may be used to prevent erosion of cut slopes; however, they are not engineered structures, and should not be used in place of retaining walls. Buildings and roads should be set back from rockeries so that a I H :1 V line extending up from the rear base of the rockery does not intersect the footing or pavement. Rockery construction quality depends largely on the skill of the builder. Although rockeries are commonly used, they should be considered a long-term maintenance item. Care must be exercised in selecting a rock source since some of the material presently being supplied is soft and disintegrates in a relatively short period of time. Samples of rock can be tested by AESI prior to their use in rockeries. The following notes present rockery design and construction considerations. In addition, the contractor should confirm that his configuration conforms to current City of Bremerton specifications. 1. The base of the rockery should be started by excavating a trench to a minimum depth of 12 inches below subgrade into firm, undisturbed ground. If loose, soft, or disturbed materials exist at the base rock location, they should be removed and replaced with free -draining sand and gravel or crushed rock. This backfill material should be compacted to a minimum of 95 percent of ASTM:D 1557. The gradation of the sand and gravel should be such that not more than 5 percent by weight should be finer than the No. 200 sieve, based on the minus No. 4 sieve. 2. The base rock should have a minimum width (perpendicular to the line of the rockery) of 40 percent of the height of the rockery. All rocks should also meet the following weight requirements: July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EIL.Ild - KE090103A7- Projeas1200901031KEIWP Page 20 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations Height of Rockery Minimum Weight of Rock Above 5 feet 500/2,200 pounds, graded, top/bottom rocks 5 feet or less 500/1,000 pounds, graded, top/bottom rocks 3. The rock material should all be as nearly rectangular as possible. No stone should be used that does not extend through the wall. The rock material should be hard, sound, durable, and free from weathered portions, seams, cracks, or other defects. The rock density should be a minimum of 160 pcf. 4. Rock selection and placement should be such that there will be minimum voids and, in the exposed face of the wall, no open voids over 8 inches across in any direction. The rocks should be placed in a manner such that the longitudinal axis of the rock will be at right angles or perpendicular to the rockery face. Each rock should be placed so as to lock into two rocks in the lower tier. After setting each rock course, all voids between the rocks should be chinked on the back with quarry rock to eliminate any void sufficient to pass a 2 -inch -square probe. The rockery should be limited to 8 feet in height. 5. A drain consisting of rigid, perforated, polyvinyl chloride (PVC) pipe enclosed in a 12 -inch -wide pea gravel trench should be placed behind the lower course of rock to remove water and prevent the buildup of hydrostatic pressure behind the wall. The remainder of the wall backfill should consist of quarry spalls with a maximum size of 4 inches and a minimum size of 2 inches. This material should be placed to a 12 -inch -minimum thickness between the entire wall and the cut material. The backfill material should be placed in lifts to an elevation approximately 6 inches below the top of each course of rocks as they are placed until the uppermost course is placed. Any backfill material falling onto the bearing surface of a rock course should be removed before the setting of the next course. 6. Any asphalt paving should be sloped to drain away from the rockery. In addition, the areas above rockeries should be planted with grass as soon as possible after rockery construction to reduce erosion. 13.0 FLOOR SUPPORT Slab -on -grade floors may be constructed either directly on the medium dense to very dense natural sediments, or on structural fill placed over these materials. Areas of the slab subgrade that are disturbed (loosened) during construction should be recompacted to an unyielding condition prior to placing the pea gravel, as described below. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. OLIN - KE090103A7 - Projects 000901031KE1WP Page 21 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliininary Design Reconunendations If moisture intrusion through slab -on -grade floors is to be limited, the floors should be constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea gravel or washed crushed rock (no fines). The pea gravel/washed :rock should be overlain by a 10 -mil (minimum thickness) plastic vapor retarder. If a cru§hed or sharp aggregate is used, the points of the aggregate should be turned down with a smooth steel drum or plate compactor to reduce punctures in the vapor retarder. 14.0 DRAINAGE CONSIDERATIONS The unweathered till sediments encountered in our explorations at depths up to 6.5 feet below ground surface are relatively impermeable, and water will tend to perch atop this stratum. Additionally, traffic across the till sediments when they are very moist or wet will result in disturbance of the otherwise firm stratum. Therefore, prior to site work and construction, the contractor should be prepared to provide drainage and subgrade protection, as necessary. 14.1 Wall/Foundation Drains All retaining and perimeter footing walls should be provided with a drain at the footing elevation. The drains should consist of rigid, perforated PVC pipe surrounded by washed pea gravel. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing, and the drains should be constructed with sufficient gradient to allow gravity discharge away from the buildings. All retaining walls should be lined with a minimum 12 -inch -thick washed gravel blanket provided to within 1 foot of finish grade, and which ties into the footing drain. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. Exterior grades adjacent to walls should be sloped downward away from the structures to achieve surface drainage. Final exterior grades should promote free and positive drainage away from the buildings at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building areas. It is recommended that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeters be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structures. Additionally, pavement subgrades should be crowned to provide drainage toward catch basins and pavement edges. Crawl -space areas should be provided with drains at low points to prevent water from accumulating. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. Vuld - KE090103A7- Projects1200901031KEMP Page 22 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Reconunendations 15.0 DETENTION POND CONSIDERATIONS A detailed hydrogeologic study will be provided under separate cover to aid in the design of site specific storm water disposal systems, including possible infiltration systems. In the case that a storm water detention system is necessary, we have provided these recommendations for pond construction. 15.1 Pond Berm Construction Preparation for placement of structural fill for detention pond berm construction will entail excavation of the proposed fill area to firm, stable subsoil, as described in the "Site Preparation" section of this report. Fill soils used for detention pond berm construction should contain a maximum of 60 percent sand, with a minimum of 30 percent silt, and nominal gravel and cobble content. Typically, lodgement till material is suitable for berm construction; however, the lodgement till encountered on the site may not contain enough silt to be effective as a low -permeability soil and must be tested prior to construction to confirm that the gradation is within the recommended limits. The low -permeability fill should be placed as structural fill, compacted to a minimum of 95 percent of the ASTM:D 1557 maximum dry density, as described in the "Structural Fill" and "Site Preparation" sections of this report. Due to their high silt content, compaction of low -permeability fill soils meeting the stated specification may be difficult to achieve during wet weather. The suitability of all detention pond berm fill should be verified by AESI prior to its use. Interior perimeter detention pond berm slopes should be made at a maximum gradient of 3H: IV. Exterior perimeter berm slopes should be made at a maximum gradient of 2H: 1V. Perimeter pond berms should have a minimum top width of 6 feet. A base key equal to one-half the berm width and a minimum of 3 feet deep should extend below the base of the pond berm. Additionally, detention pond berm geometry should conform to City design standards. AESI is available to perform a geotechnical review of the final detention pond plans once they are available. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING The recommendations in this report are preliminary because grading plans and construction details were not finalized at the time of this report. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. If significant changes in grading are made, we recommend that. AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. EJLad - KE090103A7- Profecu1200901031KERP Page 23 Subsurface Exploration, Geologic Hazard and Sector 2B Preliminary Geotechnical Engineering Report Bay Vista Redevelopment Project Preliminary Design Recommendations We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundations depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Eric J. Lim, Senior Proie Attachments: Figure 1: Figure 2: Appendix: Vicinity Map Site and Exploration Plan Exploration Logs JGO L B� 0 y GISTE j0N,4L 7131Ioq Bruce L. Blyton, P.E. Principal Engineer July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. VUld - KL•090103A7- Projects 120090103 WEI WP Page 24 Subsurface .Exploration, Geologic Hazard and Sector 2B Geotechnical Engineering Report Bay Vlsta Redenel entent Project References IV. REFERENCES Landau Associates (Landau), 2007, Draft Iandfill investigation and air monitoring report, Westpark redevelopment project, Bremerton, Washington, dated June 29, 2007, July 31, 2009 ASSOCIATED EARTH SCIENCES, INC. VUfd - KE090103A7 - Projecn1200901031W WP Page 25 .......... L INIn, A: z - or "M T, LU w LL .......... LLJ JPO SO -L AUHKlRJRA 183 MOM A(ljow, 6uisnol I tJOIJOWBJS C01061 j, N N L INIn, A: z - or "M T, LU w LL .......... LLJ JPO SO -L AUHKlRJRA 183 MOM A(ljow, 6uisnol I tJOIJOWBJS C01061 I VCO 10609A 'ON.u3road N0l0NIHSVM'N01M3W3H8 GWL alva V1SIA AVS a 74-191 z 3anOli EZ W103S ' NHId NOUV801dX3 ONV 311S 'sa g LPe3 paWPOSSd \ vaoe :30NU3MI 800VO /l NO 30VVG ' �+°Lx1 rtI B 4?. .4: ��\ M0138133d NI NMOHS SNld30 -310FI of ■ � - ' ` 03W3N1tl3MNA-11111N3W30001 1 1 y cu l° +oi \ 39nou 1Od318tl11f18.TILL 0 awy3M LM 1 ?\ ` SRI830 01NVOM01NV01dIN018 HlIM 1114 Old ; 9 vaa T 0 i�d \ 38f13w vozi 3iow unS -11ld 6 j .01 ltvm 36A3U aOd 318LLIf1SNl1.11Id 11 roi a Piro l�axpu°o,� ; ON3031 JOl 110S j __ xpuvaalBlvllxoaeev ---' ---+r1 5 Z ATH loll e W. 8' I at. - Yr-"-`--zn .:___ \\ to I OWs wl o Ol-d9 K'L.1. P�f•OMB \ •'t•O S w . . elvmo. ■I .« Qyd3 - oho ■ \ y PutI t I ■ Pt H+LP %` . OVO t.p ■ 111 � � `. .\ 1 (� J j lls) 15 H INO� ' PPO ! J,L ii l■ 11 s 6 do es lld8 LL•m •1•m COB Io'9 w_�-pC9 U I m . p lam c� Qe•m LFm +Y `. . D I ➢ m C1 108-. \` b tam04. � �+Ol8708 ■ wt tLm wl yttn wu oam % •Id orm I Vo6 t�t>c \ dAi 80OZ BNnr in t eL-ea et -m . '� m lid NOI1VMOldX3 d0 '; ,► � a �NOlIV30131VWIXOaddV -------------- ----- - ■ cotial 19-d3 ■ W \ - 0 I ..-. `% 81 wl \\ ■ ltv 189-d9 ,\ (a lis) I .. y i 1 1 f m 1 1 / 99-d3 dA.L -11RI 3M J ODNOW d0 ` NOLLV00131WMIXON d / �% _ o g AM 1 � , S9 -d3 i I Wd3 ■ I ' I � T!• i i (3'1a3NlS)-.Wa W=q dNVS': - D Y.A3TW I I I 1'x}3 I I Z MW •� f i. , I. ------ Y 133?1LS) 04M V1S61 Atl --- -`---- -- Ztd3 APPENDIX Classifications of sols In this report am based on visual fie16 and/or laboratory observations, which inoiuve censnyeonsmenry, mousmre CDnuiu0n, gra1n bwr.. al 'U -' plasticity estimates and should not be construed to imply field or laboratory testing union presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2468 were used as an identification guide for the Unified Soil Classification System. 0 5 Associated Earth Sciences, Inc. _ EXPLORATION LOG KEY MO�• `•r�`� Yi:,'�� A ° Terms Describing Relative Density and Consistency ,� •a o' o' GW Well -graded gravel and gravel with sand, little to DensitySPTMblowsffoot U. t v . 0 . D no fines Very. Loose 0 to 4 ¢` c Coarse -Loose 4 to 10 R cS 9 c o 00 o GP Poorly -graded gravel Grained Soils Medium Dense 10 to 30 Test Symbols w W DpOpD and gravel vel with sand, 30 to 50 ` _ Grain Sin c ,opo; little to no tines Very Dense >50 M = Moisture Content Z o 000 Consistency SPT lowsffoot A = Atterberg Llmfts • $ Silty gravel and silty g Very Soft 0 to 2 C = Chemical GM gravel with sand Fine- Soft 2 to 4 DD = Dry Density a 0 Grained Solis Medium Stiff 4log K = Permeability c. cc Stitt 8 to Clayey gravel and Very Sdff 15 to 30 iw GC clayey grevelwithsand Hard >3D Component Definitions Descriptive Term Size Range and Sieve Number Well -graded sand and e sw sand with gravel, little Boulders Larger than 1 Y E to no fines Cobbles 31 t6 12' m Gravel 30 to No. 4 (4.75 mm) 121 -t 0 -t Poorly -graded sand Coarse Gravel 3' to 3/4' 0 N v m �� ' SP and sand with gravel, Fine Gravel 3/4, to No. 4 (4.7S mm) o a little to no fines Sand No. 4 (4.75 mm) to No. 200 (0,07S mm) L o z° Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) o H SM silty sand with Fre Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) vag a gravel Silt and Clay Smaller than No. 2D0 (0.075 mm) a U. (3) Estimated Percentage Moisture Content Clayey sand and ,e sc clayey sand with gravel Percentage by Dry- Absence of moisture, w Component Wefaht dusty, dry to the touch Trace <5 Slightly Moist • Perceptible Sift, sandy sift, gravelly silt. Few 51010 moisture ML silt with sand or gravel Uttle 15 to 25 Moist - Damp but no visible tWith Non -primary coarse water v N constituents: > 15% Vey Moist - Water visible but not tree dra[ning Clay of low to medium N o 0) c CL plasticity-, silty, sandy, or • fines content between 5°,G and 15% Wet - Visible free water, usually z° , � E gravelly clay, lean clay from below water table Organic clay or silt of low Symbols m _j _ = OL plasticity Blows/6' or Sampler portion of 6' Cement grout _— Type / surface seal Elastic sit, clayey sl ,silt Sampler Tvae 2.0" OD Bentonite It e MH vAth micaceous or n Description , Split -Spoon >e c t seal o diatomaceous fine sand or Sampler UP OD Sprit -Spoon Sampler -• Filer park with ' sit (SPT) 3.25° OD Sprd-Spoon Ring Sampler rpt : •' blank casing u°J U v -02 Clay of high plasticity, sandy or gravelly clay, fat section Bulk sample ': Screened casing Ur OD Thin -Wall Tube Sampler g E CH clay with sand or gravel rinctuding Shelby tube) w ih farpack a � Grab Sample End cap Organic clay or sift of O Portion not recovered OH medium to high (r) Percentage by dry weight (°I Depth of ground water plasticity fit (SPT) Standard Penetration Test AM = At time of drilling (ASTM D-1566) Q Static water level (date) 2. c Peat, muck and other P) In General Accordance with Isl Combined USCS symbols used for y PT highly Organic soils Standard Practice for Description 0 and identification of Soils (ASTM D-2486) fines between 5% and 1 S% Classifications of sols In this report am based on visual fie16 and/or laboratory observations, which inoiuve censnyeonsmenry, mousmre CDnuiu0n, gra1n bwr.. al 'U -' plasticity estimates and should not be construed to imply field or laboratory testing union presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2468 were used as an identification guide for the Unified Soil Classification System. 0 5 Associated Earth Sciences, Inc. _ EXPLORATION LOG KEY MO�• `•r�`� Yi:,'�� A LOG OF EXPLORATION PIT NO. EP -64 9 Z This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the CL time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplficatlon of actual conditions encountered. DESCRIPTION Fill Grass over light brown, silty fine to coarse SAND, few fine to coarse gravel, trace scattered organics. 2 3 -1' thick gray horizon. 4 5 Includes charcoal. 6 7 Loose/soft, very moist, light brown with reddish brown mottling, fine to medium sandy SILT, trace to few gravel: 8 Increased sand, more mottled, fractured appearance. 9 10 Vashon Lodgement Till dense, moist to very moist, olive -gray, fine to coarse SAND, few fine gravel, few to little silt 11Medium (Weathered Vashon Lodgement Till). Bottom of exploration pit at depth 11 feet 12 No seeps. No sloughing. 13 14 15 16 17 18 19 20 Bay Vista Sector 2B ='i'iT AreMI TU -11 a p Associated Earth Sciences, Inc. Logged by: SST Project No. KE090103A Approved by: 6/2/09 a 1; r U Y LOG OF EXPLORATION PIT NO. EP -65 CL This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the locat on of this trench at the this location the time. The data are time of excavation. Subsurface conditions may change at with passage of presented o a simplfication of actual conditions encountered. DESCRIPTION Fill Grass over topsoil/fill. 1 Vashon Lodgement Till Medium dense to dense, brown to olive -gray, fine to coarse SAND, few fine to coarse gravel, few to 2 little silt, slight mottling in upper 2' (sandy till). 3 4 5 6 7 8 9 Bottom of exploration pit at depth 8 feet No seeps. No sloughing. 10 11 12' 13 14 15 16 17 18 19 9 Bey Vista Sector 26 Bremerton, WA a Associated Earth Sciences, Inc. Logged by: SST Project No. KE090103A N U] Si -Ka 0 a Approved by: 6/2/09 U Y LOG OF EXPLORATION PIT NO. EP -66 179- 6 This log Is part of the. report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the this location the time. The data are m o time of excavation. Subsurface conditions may change at with passage of presented a simplfication of actual conditions encountered. DESCRIPTION Fill Grass over topsoil/fill. Asphalt slab at —6" in east end of pit. Loose to medium dense, moist, light brown, silty fine to coarse SAND, few fine to coarse gravel, 2 trace organics. Vashon Lodgement Till 3 Dense, moist, gray, fine to coarse SAND, few to little silt, few to little fine to coarse gravel, trace cobble. 4 5 6 7 8 9 Bottom of exploration pit at depth 8 feet No seeps. No sloughing. 10 11 12 13 1.4 15 16 17 18 19 C Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: SST N MApproved by: � �� 6/2/09 U X LOG OF EXPLORATION PIT NO. EP -67 This log is part of the report prepared by Associated Earth Sciences Inc. (AESI) for the named project and should be a read together with that report for complete interpretation. This summary applies only to the location of chis trench at the o s� simplfcation tof actualscondons enicounmteraedchange at this location with the passage of fame. The data presented are DESCRIPTION 1 Grass over topsoil/fill. . 2 Original topsoil horizon: dark brown to black, organic rich, silty fine to medium SAND, abundant disseminated organics. 3 Fill Medium stiff, moist, trace with reddish brown mottling, fine sandy SILT, trace fine gravel. 4 5 Becomes more gray; fractured appearance at 6' includes disseminated charcoal. 6 7 8 Vashon Lodgement Till Dense, moist, gray, fine to coarse SAND and fine to coarse GRAVEL, trace cobble, few to little silt 9 (sandy till). 10 Bottom of exploration pit at depth 9.5 feet No seeps. No sloughing. 11 12 13 14 15 16 17 18 19 20 Bay Vista Sector 2B Bremerton, WA Logged by: SST Associated Earth Sciences, Inc. Project No. KE090103A Approved by: N [i] S] ER 6/2/09 LOG OF EXPLORATION PIT NO. EP -68 w This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be together that for tete interpretation. aai read with report com This summary applies only fo the locafion of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are ❑ a simplfication of actual conditions encountered. DESCRIPTION 0 to 4" rotten asphalt over gravel base course. Fill 1 Loose to medium dense, moist, yellowish tan, silty fine SAND, few gravel, abundant roots. 2 Vashon Lodgement Till Dense to very dense, light brown grading to gray, fine to coarse SAND, few to little fine to coarse 3 gravel, few to little silt (sandy till). 4 5 Becomes very moist at 5.5'. 6 Becomes very dense, "concrete -like" at 6.5'. 7 8 9 Bottom of exploration pit at depth 8 feet No seeps. No sloughing. 10 11 12 13 14 15 16 17 18 19 g 0 m Bay Vista Sector 2B 1RratmorMn WA a 0 Associated Earth Sciences, Inc. CL Logged by: SST ❑ ® Project No. KE090103A Approved by : �s 6/2109 U Y LOG OF EXPLORATION PIT NO. EP -69 8 0 Bay Vista Sector 2B 2. Bremerton, WA a 9 Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: SST Approved by: 612109 a r U Y This log is part of the report prepared by Assoclated Earth Sciences, Inc. (AESI) for the named project and should be that for interpretation. This summary applies only to the location of this trench at the n read together with report compplete time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION Fill Grass over fill. 1 Loose, very moist, dark brown, silty fine to coarse SAND, few fine to coarse gravel, disseminated organics, including roots, sticks, occasional glass. 2 3 4 Vashon Lodgement Till Medium dense to dense, light brown grading to light gray, fine to coarse SAND, little fine to coarse 5 gravel, few to little silt (sandy till). 6 Becomes dense at 6'. 7 8 Bottom of exploration pit at depth 8 feet 9 No seeps. No sloughing. 10 11 12 13 14 15 16 17 18 19 8 0 Bay Vista Sector 2B 2. Bremerton, WA a 9 Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: SST Approved by: 612109 a r U Y LOG OF EXPLORATION PIT NO. EP -70 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be t read together with that report for complete interpretation. This summary applies only to the location of this trench at the a time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till 1 Medium dense, moist, tan, silty fine to coarse SAND, few fine gravel, trace to few roots (weathered). 2 Dense, tan grading to gray, fine to coarse SAND, little fine to coarse gravel, few to little silt (sandy 3 till). 4 5 6 7 8 9 Bottom of exploration pit at depth 9 feet 10 No seeps. No sloughing. 11 12 13 14 15 16 17 18 19 0 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A o Logged by: SST a H1 6/2!09 Approved by: ` r u Y f LOG OF EXPLORATION PIT NO. EP -71 E This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read to,with that report for complete interpretation. This summary applies only to the locaflon of this trench at the data m time of excavation. Subsurface conditions may change at this location with the passage of time. The presented are D a simplfication of actual conditions encountered. DESCRIPTION Topsoil/Fill Loose, moist, dark brown, silty fine to coarse SAND, few fine to coarse gravel, occasional cobble, 1 disseminated organics, roots. 2 3 4 5 Medium dense, moist to very moist, dark gray, silty fine to coarse SAND, few to little fine to coarse gravel, trace disseminated organics. 6 Vashon Ice Contact Deposits (?) Loose to medium dense, moist, tannish gray, fine to medium SAND, trace to few silt. 7 8 Includes few fine to coarse gravel. 9 10 11 Dense, light gray, fine to coarse SAND, with fine to coarse gravel. 12 Bottom of exploration pit at depth 11 feet No seeps. No sloughing. 13 14 15 16 17 18 19 0 Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. 1 Logged by: SST Project No. KE090103A S Approved by: �'� � �`� 613/09 U X LOG OF EXPLORATION PIT NO. EP -72 This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for complete interpretation. This summary appiles only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplrication of actual conditions encountered. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 DESCRIPTION Loose, moist, brown, silty fine to coarse SAND, few to little gravel, few angular boulders, concrete and asphalt debris, woody debris, plastic. Very dense, moist, tannish light gray, fine to coarse SAND, with fine to coarse gravel, little silt (sandy till). Bottom of exploration pit at depth 8 feet No seeps. No sloughing. g Bay Vista Sector 2B Bremerton, WA 'a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: SST �y 613109 Approved by: r a r U Y LOG OF EXPLORATION PIT NO. EP -73 w This to is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pprolect and should be read together with that report for complete Interpretation. This summary appplies only to the locafiori of this trench at the time Subsurface this location the of time. The data are 4) o of excavation. conditions may change at wlth passage presented a simplfication of actual conditions encountered. DESCRIPTION Fill Grass over topsoil/fill. 1 Loose, dry to slightly moist, light brown, silty fine to medium SAND, few fine to coarse gravel, trace disseminated organics. 2 Vashon Lodgement Till 3 Medium dense to dense, moist, light brown to brownish gray, fine to coarse SAND, with fine to coarse gravel, little silt (sandy till). 4 5 6 7 8 Sandy interval at 8.5'. 9 Less sandy at 9.5'. 10 11 Bottom of exploration pit at depth 10 feet No seeps. No sloughing. 12 13 14 15 16 17 18 19 28 � Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: SST o r lid N RE _. a Approved by: y 6/3109 r V Y LOG OF EXPLORATION PIT NO. EP -74 9 p This log is part of the report prepared by Associated Earth Sciences, lnc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfacation of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray, fine to coarse SAND, few fine to coarse gravel, little to few silt 1 (sandy till). 2 3 Bottom of exploration pit at depth 3 feet 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Logged by: MIL Approved by: Bay Vista Sector 2B Bremerton, WA Associated Eay��srrth Sciences, Inc. EN Eil Project No. KE090103A 7/20/09 LOG OF EXPLORATION PIT NO. EP -75 0 Bay Vista Sector 2B 4 Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by. MIL 7!20!09 Approved by: a� U Y This log is part of the report prepared by Associated Earth Sciences, Inc. 'AE SI) for the namad pro)ect and should be read together with that report for camplete interpretation. This summary appiles only to the location of this trench at the at this location with the passage of time. The data presented are p time of excavation. Subsurface conditions may change a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray, fine to coarse SAND, few fine to coarse gravel, little to few silt 1 (sandy till). 2 3 Bottom of exploration pit at depth 3 feet 4 5 6 7 8 9 10 11 12 13 14 15 - 16 17 18 19 0 Bay Vista Sector 2B 4 Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by. MIL 7!20!09 Approved by: a� U Y LOG OF EXPLORATION PIT NO. EP -76 a This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pproject and should be read together with that report for complete interpretation, This summary applies only to the IocaGon of this trench at the time of excavation, Subsurface conditions may change at this location with the passage of time The data are o presented a simplficalion of actual conditions encountered. DESCRIPTION Fill 1 Medium dense, slightly moist, brown to light gray, fine to coarse SAND, few fine to coarse gravel, little to few silt. 2 3 Loose to medium dense, slightly moist, brown, fine to coarse SAND, few fine to coarse gravel, few to 4 with silt, abundant roots and sticks, few construction debris. 5 Medium dense, slightly moist, tan to gray, medium to coarse SAND, few fine to coarse gravel, little 6 silt. Vashon Lodgement Till 7 Medium dense to dense, slightly moist, light gray, fine to coarse SAND, few fine to coarse gravel, little to few silt (sandy till). 8 Bottom of exploration pit at depth 7 feet 9 10 11 12 13 14 15 16 17 18 19 nn a cv 0 Z Bay Vista Sector 2B a Bremerton, WA a Associated Earth Sciences, Inc. Logged by: MIL Project No. KE090103A H1 Ed go Approved by: y ? 7120109 v Y LOG OF EXPLORATION PIT NO. EP -77 r This log is part of the reportprepared by Associated Earth Sciences, Inc (AESI) for the named project and should be together that for interpretation. a read with report complete This summary applies only to the location of this trench at the time Subsurface this location The o of excavation. conditions may change at with the passage of time. data presented are a simpffication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, gray, fine to medium SAND, few fine to coarse gravel (till fill). 1 Vashon Lodgement Till Dense, dry, gray, fine to medium SAND, few fine to coarse gravel, little silt. 2 3 4 Bottom of exploration pit at depth 3 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 eu 0 N Bay Vista Sector 213 Rramartnn. WO a Associated Earth Sciences Inc. Logged by: SST Project No. KE090103A Approved by: 7/20/09 U Y LOG OF EXPLORATION PIT NO. EP -78 I; 0 Bay Vista Sector 2B Q Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A o Logged by: MIL _ zr . g Approved by:a ;x ;, -: `%' 7/20109 a U x This log fa part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together that report for complete interpretation. This summary applies only to the location of this trench at the y C' read with time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are d a simpification of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, slightly moist, tan/brown to light gray, fine to coarse SAND, few fine to 1 coarse gravel, few to with silt, roots at 3 and 5 foot depth. 2 3 4 5 6 7 8 9 10 Vashon Lodgement Till Medium dense to dense, slightly moist, light gray, fine to coarse SAND, few fine to coars gravel, little 11 to few silt (sandy till). 12 Bottom of exploration pit at depth 11.5 feet 13 14 15 16 17 18 19 I; 0 Bay Vista Sector 2B Q Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A o Logged by: MIL _ zr . g Approved by:a ;x ;, -: `%' 7/20109 a U x LOG OF EXPLORATION PIT NO. EP -79 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be a read together with that report for compplete interpretation. This summary applies only to the location of Ihis trench at the time of excavation. Subsurface condlflons may change at this location with the passage of time. The data presented are v a simpification of actual conditions encountered. DESCRIPTION \Loose to medium dense, dry, gray, fine to medium SAND, few fine to coarse 1 Vashon Lodgement Till 2 Dense, dry, gray, fine to medium SAND, few fine to coarse gravel, little silt. 5 I Bottom of exploration pit at depth 4 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 - 0 N Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Logged by: SST Project No. KE090103A Approved b pp v a .: 7/20/09 U x LOG OF EXPLORATION PIT NO. EP -80 r c This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the Subsurface conditions may change at this location with the passage of time. The data presented are p time of excavation. a simpificatiion of actual conditions encountered. DESCRIPTION Fill Medium dense, slightly moist, tan/brown to light gray, fine to coarse SAND, few fine to coarse gravel, 1 few to with silt. 2 3 4 5 Weathered Vashon Lodgement Till Loose to medium dense, light tan, fine to coarse SAND, few to fine coarse gravel, with silt, roots, and 6 woody debris. 7 Vasho.n Lodgement Till Medium dense to dense, light gray, fine to coarse SAND, few fine to coarse gravel, few to little silt 8 (sandy till). 9 Bottom of exploration pit at depth 8.5 feet 10 11 12 13 14 15 16 17, 18 19 0 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A 0 Logged by. MIL .:. „ Approved by: 7/20109 ,�',� .,�,.: t .- - U Y LOG OF EXPLORATION PIT NO. EP -81 a Bay Vista Sector 2B Bremerton, WA 0 m Associated Earth Sciences, Inc. project No. KE090103A Logged by: SST Aroved b pp y MEil 5'rt ; ,�_ 7120!09 a U Y This log is part of the report prepared by Associated Earth Sciences, inc. (AESI) for the named project and should be that for complete interpretation. This summary a plies only to the location of this Trench at the w CL read together with report time of excavation. Subsurface conditions may change at this location with the passage of time. The date presented are o a simpification of actual conditions encountered. DESCRIPTION Fill Dense, dry, brown, fine to medium SAND, few fine to coarse gravel, little silt. 1 2 3 Weathered Vashon Lodgement Till Dry, tan, fine to coarse SAND, few fine to coarse gravel, few silt. 4 5 6 Vashon Lodgement Till Dense, dry, gray, fine to medium SAND, few fine to coarse gravel, few to little. 7 Bottom of exploration pit at depth 6.5 feet 8 9 10 11 12 13 14 15 16 17 18 19 a Bay Vista Sector 2B Bremerton, WA 0 m Associated Earth Sciences, Inc. project No. KE090103A Logged by: SST Aroved b pp y MEil 5'rt ; ,�_ 7120!09 a U Y LOG OF EXPLORATION PIT NO. EP -82 This log is part of the report prepared by Associated Ea rlh Sclences, Inc. (AESI) for the named project and should be t read together with that report for complele interpretation. This summary appiles only to the location of this trench at the oc time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION 1 Loose to medium dense, dry to slightly moist, gray to brown, fine to coarse SAND, few fine to coarse gravel, few to with silt, abundant roots at various depths. 2 3 4 5 6 Vashon Lodgement Till 7 Medium dense to dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few to little silt (sandy till). 8 9 Bottom of exploration pit at depth 8 feet 10 11 12 13 14 15 16 17 18 19 m -- g N Bay Vista Sector 2B Bremerton, WA CL U g Associated Earth Sciences, Inc. S Logged by: MIL Project No. KE090103A Approved by: ;3l Eil 7/20109 U Y LOG OF EXPLORATION PIT NO. EP -83 0 N Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Logged by. SST Project No. KE090103A S M Approved by: 7120%09 U Y This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be w CL read together with that report for complete interpretation. This summary applies only to the location of this trench at the time Subsurface conditions may change at this location with the of time. The data are p of excavation. passage presented a simpification of actual conditions encountered. DESCRIPTION Fill Medium dense, brown to orange -brown, silty fine to medium SAND, few fine to coarse gravel, few 1 scattered organics (roots), scattered debris (steel scrap, steel pipe). 2 3 4 5 Vashon Lodgement Till Dense, dry, gray, sandy, fine to medium SAND, few fine to coarse gravel, little silt. 6 Bottom of exploration pit at depth 5.5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 0 N Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Logged by. SST Project No. KE090103A S M Approved by: 7120%09 U Y LOG OF EXPLORATION PIT NO. EP -84 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. = a Logged by: MIL Project No. KE090103A fI A b roved y '� t''.. is � pp �1?�' 7/20109 LZLJ „ � r. a This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the location with of time. The data presented are a p time of excavation. Subsurface conditions may change at this the passage a simplfication of actual conditions encountered_ DESCRIPTION Fill Loose to medium dense, slightly moist, light gray to gray, fine to coarse SAND, few fine to coarse 1 gravel, few silt, roots below 3'. 2 3 4 Vashon Lodgement Till 5 Medium dense to dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few silt, roots within till (sandy till). 6 Bottom of exploration pit at depth 5.5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. = a Logged by: MIL Project No. KE090103A fI A b roved y '� t''.. is � pp �1?�' 7/20109 LZLJ „ � r. a LOG OF EXPLORATION PIT NO. EP -85 o. lv Bay Vista Sector 2B 4 Bremerton, WA a M Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST 1 Approved by: 7120109 U Y This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for complete interpretation. This summary applies only to the location of this trench at the Subsurface this location the time. The data Mime o of excavation, conditions may change at with passage of presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Medium dense, light gray, slightly moist, fine to medium SAND, little silt, few fine to coarse gravel (till 1 fill). 2 3 Medium dense, slightly moist, orange, silty fine to medium SAND, little fine to coarse gravel, 4 occasional steel pipe/debris. 5 6 Vashon Lodgement Till 7 Dense, dry, gray, fine to medium SAND, few fine to coarse gravel, few to little silt. 8 Bottom of exploration pit at depth 7 feet 9 10 11 12 13 14 15 16 17 18 19 o. lv Bay Vista Sector 2B 4 Bremerton, WA a M Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST 1 Approved by: 7120109 U Y LOG OF EXPLORATION .PIT NO. EP -86 a Thls log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the Subsurface conditions may change at this location with the passage of time. The data presented are v time of excavation. a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, gray, medium to coarse SAND, few fine to coarse gravel, trace to few silt. 1 2 3 Vashon Lodgement Till 4 Medium dense to dense, light gray, medium to coarse SAND, few fine to coarse gravel, few to little silt (sandy till). 5 Bottom of exploration pit at depth 4.5 feet 6 7 8 9 10 11 12 I 13 14 15 16 17 18 19 g 0 Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, In.c. project No. KE090103A Logged by: MiL Approved by:7/20109 s Eil Y.3 a ti V Y LOG OF EXPLORATION PIT NO. EP -87 co b M Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST �y 1`71-7-:71 7120109 a Approved by: ^43 , r 0 This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be for comptete interpretation. This summary applies only to the location of this trench at the t n read together with that report time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simpl8cation of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, brown, fine to coarse SAND, few fine to coarse gravel, few to little silt 1 (til fill); encountered scrap, orange electrical wire. 2 3 Vashon Lodgement Till 4 Dense, slightly moist, gray, fine to coarse SAND and fine to coarse GRAVEL, little silt. 5 Bottom of exploration pit at depth 5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 co b M Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST �y 1`71-7-:71 7120109 a Approved by: ^43 , r 0 LOG OF EXPLORATION PIT NO. EP -88 g Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: MIL i Approved by: � � _�`_" �`" 7120/09 a r U Y This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named pro)ect and should be This only to the location of this trench at the read together with that report for compplete interpretation. summary applies of time. The data are CL o time of excavation. Subsurface conditions may change at this location with the passage presented a simpification of actual conditions encountered. DESCRIPTION Fill Medium dense, light gray to gray, medium to coarse SAND, few fine to coarse gravel, trace to few 1 silt. 2 Loose to medium dense, buff to gray, medium to coarse SAND, few fine to coarse gravel, trace to few silt. 3 Vashon Lodgement Till 4 Dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few silt. 5 Bottom of exploration pit at depth 4.5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 g Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: MIL i Approved by: � � _�`_" �`" 7120/09 a r U Y a S LOG OF EXPLORATION PIT NO. EP -89 L M This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary a plies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Dense, dry, gray, silty, fine to medium SAND, few fine to coarse gravel. 1 2 3 Bottom of exploration pit at depth 3 feet 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B Bremerton, VILA Logged by: SST Associated Earth Sciences, Inc. Approved by:', Project No. KE090103A 7/20/09 LOG OF EXPLORATION PIT NO. EP -90 0 0 N Bay Vista Sector 213 Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: MIL 1 Approved by: a , 7120109 U Y This log is part of the report prepared by Associated Earth Sciences, tnc. (AES/)for the named project and should be to location this trench the CL read together with that report for complete nslo rpretailon. This summary applies only the of at location the time. The data time of excavation. Subsurface conditions may change at this with passage of presented are a simplficarion of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few silt. 1 Weathered Vashon Lodgement Till 2 Loose to medium dense, buff to gray, medium to coarse SAND, few fine to coarse gravel, trace to few silt. 3 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few to 4 little silt. 5 Bottom of exploration pit at depth 4.5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 0 N Bay Vista Sector 213 Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: MIL 1 Approved by: a , 7120109 U Y LOG OF EXPLORATION PIT NO. EP -99 r This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may this location the time. o change at with passage of The data presented are a simpification of actual conditions encountered. DESCRIPTION Fill 1 Medium dense to dense, reddish brown to gray, fine to coarse SAND and fine to coarse gravel, few to little silt (till fill). 2 3 Vashon Lodgement Till 4 Dense, gray, slightly moist, fine to medium SAND, few fine to coarse gravel, little silt. 5 Bottom of exploration pit at depth 4 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 0 Bay Vista Sector 2B Bremerton, VILA IL Associated Earth Sciences, Inc. Project Logged by: SST j No. KE090103A Approved by:IN 7120109 LOG OF EXPLORATION PIT NO. EP -92 ig £ This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together for read wdh that report complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface condi>PIons may change at this location with the passage of time. The data presented are O a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, light gray to gray, fine to coarse SAND, few fine to coarse gravel, few to 1 little silt, minor organic matter. 2 3 Vashon Lodgement Till Medium dense to dense, light gray to gray, tine to coarse SAND, few to coarse gravel, few to little silt (sandy till). 4 Bottom of exploration pit at depth 3.5 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B Bremerton; WA a Li Associated Earth Sciences, Inc. Logged by: MIL Project No. KE090103A F Approved by: 7120109 U Y LOG OF EXPLORATION PIT NO. EP -93 LThis lag is part of the report prepared by Associated Earth Sciences, Inc. (AESt) for the named project and should be CL read together with that report for complete interpretation. This summary a plies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a a simplfication of actual conditions encountered. DESCRIPTION vasnon Lodgement Till 1 Medium dense to dense, slightly moist, gray, fine to coarse SAND and fine to coarse gravel, few silt. 2 4 Includes little silt. Bottom of exploration pit at depth 4 feet 6 7 8 9 10 12 13 14 15 16 17 18 19 - 0 0 N Bay Vista Sector 2B a Bremerton, WA a n Logged by: SST Associated Earth Sciences, Inc. Project No. KE090103A ii ,�:" Approved by; , 7120109 LOG OF EXPLORATION PIT NO. EP -94 0 0 N Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: MIL 1 ii Approved by:BE Eil &J 7120109 s=' F- U Y This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the CL time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are C3 a simplr+cation of actual conditions encountered. DESCRIPTION Stockpile Uncompacted, loose, tan to gray, fine.to coarse SAND, few to little coarse gravel, few to little silt. 1 2 3 4 Weathered Vashon Lodgement Till Loose, buff to light gray, fine to coarse SAND, few to little coarse gravel, few to little silt. 5 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to coarse gravel, few to little silt 6 (sandy till). 7 Bottom of exploration pit at depth 6 feet 8 9 10 11 12 13 14 15 16 17 18 19 0 0 N Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A S Logged by: MIL 1 ii Approved by:BE Eil &J 7120109 s=' F- U Y LOG OF EXPLORATION PIT NO. EP -95 r CL v This tois part of the report prepared by Associated Earth Sciences, Inc. (AES for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till 1 Dense, dry, gray, fine to medium SAND, few fine to coarse gravel. 2 3 4 5 6 Bottom of exploration pit at depth 5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 g � O Bay Vista Sector 2B Rramar ein WA a Associated Earth Sciences, Inc. Logged by: SST Project No. KE090103A 0 Approved by: „: a $ 7/20/09 U Y LOG OF EXPLORATION PIT NO. EP -96 This log is part of the report prepared by Associated Earth Sciences, Inc. (AES1) for the named pro)ect and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a a simplfication of actual conditions encountered. DESCRIPTION 1 4 Uhcompacted, loose, tan to gray, fine to coarse SAND, few to little coarse gravel, few to with silt 2 Vashon Lodgement Till 3 Medium dense to dense, light gray to gray, fine to coarse SAND, few to little coarse gravel, few silt. Bottom of exploration pit at depth 3 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a 0 0 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, hic. Project No. KE090103A S Logged by: MIL Approved by: 7/20109 U Y LOG OF EXPLORATION PIT NO. EP -97 `✓ r This log is part of the report prepared by Associated Earth Sciences, Inc. (AES() for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the m o time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplrication of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till Medium dense, dry, tan, fine to coarse SAND, few fine to coarse gravel, few silt. 1 2 Vashon Lodgement Till Dense, dry to slightly moist, gray, with slight brown mottling, fine to medium SAND, few to little fine to 3 coarse gravel, few to little silt. 4 5 6 7 Bottom of expiorafion pit at depth 6.5 feet 8 9 10 11 12 13 14 15 16 17 18 19 0 0 N Bay Vista Sector ZB Bremerton, WA a S Logged by. SST Associated Earth Sciences, Inc. Project No. KE090103A Approved by: 'x a 7/20109 U Y LOG OF EXPLORATION PIT NO. EP -98 9 E This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time aa) o of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Uncompacted Fill Stockpile Uncompacted, loose, tan to gray, fine to coarse SAND, few to little coarse gravel, few to with silt. 1 2 3 Vashon Lodgement Till 4 Medium dense to dense, light gray to gray, fine to coarse SAND, few to little coarse gravel, few silt. 5 Bottom of exploration pit at depth 4 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 R Bay Vista Sector 2B a Rramarfnn WA a Associated Earth Sciences, Inc. S Logged by: MIL Project No. KE090103A a Approved by: �,:; �: 7/20/09 U Y LOG OF EXPLORATION PIT NO. EP -99' This log is pert of the report prepared by Associated Earth Sciences, Inc (AESI) fur the named project and should be a read together w(th that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Medium dense to dense, dry, gray, with orange mottling, fine to medium SAND, few fine to coarse gravel, few silt, scattered roots. 2 5 j Dense, dry to slightly moist, gray to brown -gray, fine to medium SAND, with fine to coarse gravel, —j few to little silt. 6 J Bottom of exploration pit at depth 5.5 feet 7 8 9 10 12 13 14 15 16 17 18 19 20 a I I 0 N Bay Vista Sector 213 s Bremerton, WA a C7 a Logged by: SST Associated Earth Sciences, Inc. project No. KE090103A a^ Approved by: EB _ a 7/20109 Y LOG OF EXPLORATION PIT NO. EP -100 g N Bay Vista Sector 213 Bremerton, 'WA a Associated Earth Sciences, Inc. Project No. KE090103A a Logged by: MIL m Approved by: 'r' j, 7120/09 = 3 U Y This log is part of the report prepared by Associated Earth Sciences, Inc. (AES/) for the named project and should be t d read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simpffication of actual conditions encountered. DESCRIPTION Loose to medium dense, buff to gray, medium to coarse SAND, little fine to coarse gravel, trace to 1 few silt. 2 3 4 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little coarse gravel, few silt. 5 Bottom of exploration pit at depth 5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 g N Bay Vista Sector 213 Bremerton, 'WA a Associated Earth Sciences, Inc. Project No. KE090103A a Logged by: MIL m Approved by: 'r' j, 7120/09 = 3 U Y LOG OF EXPLORATION PIT NO. EP -101 a o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report tar complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Dense, dry, gray, fine to medium SAND, few fine to coarse gravel, little silt. 2 3 4 Bottom of exploration pit at depth 4 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 Bay Vista Sector 2B Bremerton, VIIIA a a Associated Earth Sciences Inc. 1 Logged by: SST Project No. KE090103A Approved by: i 7120109 U Y LOG OF EXPLORATION PIT NO. EP -102 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should t CL read to with that report for complete interpretation. This summary applies only to the location of this Uench at the p ai simplfCation 01 actrial cuondltions encounteaedchange at this location with the passage of time. The data presented are DESCRIPTION Loose to medium dense, light tanto tan, fine to medium SAND, little nine to coarse gravel, few silt. 2 Medium dense to dense, light gray to gray, fine to coarse SAND, few to little medium to coarse gravel, few silt. 3 Bottom of exploration pit at depth 2.5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a —� Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A o Logged by: MIL 7120109 Approved by: a t - U Y LOG OF EXPLORATION PIT NO. EP -103 a o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location wit the passage of time. The data presented are a simpirication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Dense, slightly moist to dry, fine to medium SAND, few to little fine to coarse gravel, occasional 1 cobble, few to little silt. 2 3 4 5 Bottom of exploration pit at depth 4.5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 0 0 Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Project No. KE090103A Logged by. SST Approved by: :i a 7-Weh�, 7120109 U Y LOG OF EXPLORATION PIT NO. EP -104 Bay Vista Sector 2B Bremerton, WA Associated Barth Sciences, In.c. Logged by. MIL Approved by: Project No. KE090103A 7120109 This log is part of the report prepand by Associated Earth Sciences, Inc. tAESI) for the named project and should be together that for com let, interpretation. This summary applies only to the location of this trench at the o read with report time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are Q a simpification of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till Loose to medium dense, light tan to tan, fine to medium SAND, little fine to coarse gravel, few silt. 1 2 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 3 few silt. % Bottom of exploration pit at depth 3 feet 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B Bremerton, WA Associated Barth Sciences, In.c. Logged by. MIL Approved by: Project No. KE090103A 7120109 LOG OF EXPLORATION PIT NO. EP -105 w c p This log is pari of the report prepared by Associated Earth Sciences, Inc. 'AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the on of time. The data presented are a simplflcation of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Dense, slightly moist to dry, fine to medium SAND, few to little fine to coarse gravel, occasional 1 cobble, few to little silt. '2 3 4 Bottom of exploration pit at depth 3.5 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0 0 n Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST _ M Approved by: "r'+.` ;.' 7/20/09 U ' Y LOG OF EXPLORATION PIT NO. EP -106 E- 0 o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplpcation of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 1 few silt. 2 Bottom of exploration pit at depth 2 feet 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N Bay Vista Sector 2B Bremerton, WA a C9 Associated Earth Sciences, Inc. 1 pro ect No. KE090103A Logged by: MIL Approved by:a 7120109 U Y LOG OF EXPLORATION PIT NO. EP -107 CL time o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for cam fete interpretation. This summary applies only to the location of this trench at the of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Dense, slightly moist to dry, fine to medium SAND, few to little fine to coarse gravel, occasional 1 cobble, few to little silt. 2 3 4 Bottom of exploration pit at depth 4 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0 Bay Vista Sector 2B Bremerton, WA a Associated Earth Sciences, Inc. Project No. KE090103A Logged by: SST Approved b j`" � pP y: :� ' �: ENE7120109 _'. ' : �I "-° v Y LOG OF EXPLORATION PIT NO. EP -108 w CL p This log is part of the report prepand by Associated Earth Sciences, Inc. (AES!) for the named project and should be read together with that report for comptete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface condi ions may change at this location with the passage of time. The data presented are a simpification of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 1 few silt. 2 Bottom of exploration pit at depth 2 feet 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 0 Bay Vista Sector 2B Bremerton, WA R Associated Earth Sciences, Inc. Project No. KE090103A e Logged by: MIL M 7/20!09 Approved by: y ' U Y LOG OF EXPLORATION PIT NO. EP -109 r CL o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simptfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till 1 Dense, brown, fine to medium SAND, few fine to coarse gravel, few to little silt. 2 At 2' grades to gray. 3 4 Bottom of exploration pit at depth 3 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 nn Logged by: SST Approved by: Bay Vista Sector 2B Bremerton, VILA Associated Earth Sciences, Inc. Project No. KE090103A 7/20/09 LOG OF EXPLORATION PIT NO. EP -110 9 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together m read with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplrication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, buff to light gray, fine to coarse SAND, few to little fine to coarse 1 gravel, few silt. 2 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 3 few silt. 4 Bottom of exploration pit at depth 3 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a 0 Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Logged by: MIL Project No. KE090103A Approved by: M 1E &J Q 0 7/20109 LOG OF EXPLORATION PIT NO. EP -111 CL O This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) fix the named project and should be read together with that report for complete interpretation, This summary applies only to the location of this trench at the time of excavation, Subsurface conditions may change at this location with the passage of time. The data presented are a simpltication of actual conditions encountered. DESCRIPTION Vashon Lodgement Tilt Dense, dry, gray, silty fine to medium SAND, few fine to coarse gravel. 1 2 3 4 Bottom of exploration pit at depth 3 feet 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 nn a S N Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. Logged by: SST Project No. KE090103A Approved by: t y« 7/20/09 U Y LOG OF EXPLORATION PIT NO. EP -112 E CL p This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simpiflcation of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 1 few silt. 2 Bottom of exploration pit at depth 2 feet 3 4 5 6 7 8 9 10 11 } 12 13 14 15 16 17 18 19 0 0 N Bay Vista Sector 2B Bremerton. WA n c� Associated Earth Sciences, Inc. o Logged by. MIL Pro jec t No. KE090103A 4 7!20/09 Approved by: Y LOG OF EXPLORATION PIT NO., EP -113 ig This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be CL read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are C3 a simplfication of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till Loose to medium dense, light tan to gray, fine to coarse SAND, few to little fine to coarse gravel, few 1 to with silt, roots. 2 3 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 4 few silt. 5 6 Bottom of exploration pit at depth 5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 0 Bay Vista Sector 213 Bremerton, WA a rl Logged by: MIL Associated Earth Sciences, Inc. Project No. KE090103A 0 r:. -r 0 Approved b `f' ;N. ' ' 7120/09 1L U Y LOG OF EXPLORATION PIT NO., EP -114 a 0 0 Bay Vista Sector 2B Bremerton, WA a a Associated Earth Sciences Inc. S Logged by. MIL ' Project No. KE090103A a s«� M Approved by: ": 7/20/09 r U Y This log.is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for wm e interpretation. This summary applies only to the location of this trench at the 0 time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, buff to light gray, fine to coarse SAND, few to little fine to coarse 1 gravel, few silt. 2 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 3 few silt. % Bottom of exploration pit at depth 3 feet 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a 0 0 Bay Vista Sector 2B Bremerton, WA a a Associated Earth Sciences Inc. S Logged by. MIL ' Project No. KE090103A a s«� M Approved by: ": 7/20/09 r U Y 0 P N LOG OF EXPLORATION PIT NO. EP -115 t m o This log is part of the report prepared by Associated Earth Sciences, Inc. 'AESl for the named protect and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 1 few silt. 2 3 Bottom of exploration pit at depth 2 feet 4 5 6 7 r 8 9 10 11 12 13 14 15 16 17 18 19 Bay vista Sector 2B Bremerton, WA Associated Earth Sciences, Lic. Logged 6y: Mil ®� ® ®® Project No. KE090103A Approved by: 7/20109 LOG OF EXPLORATION PIT NO. EP -116 w Q This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a s(mpltication of actual conditions encountered. DESCRIPTION Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 1 few silt. 2 3 Bottom of exploration pit at depth 2 feet 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B a Bremerton, INA a Lt s Associated Earth Sciences, Inc. Project Logged by: MIL j ct No. KE090103A � Approved by: .�'t � � 7120109 U Y N LOG OF EXPLORATION PIT NO. EP -117 r y This log is part of the report prepared by Associated Earth Sciences, Inc. (AESt) for the named project and should be read together with that report for complete interpretation_ This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the of time. The data o passage presented are a simplfication of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till Loose to medium dense, light tan to gray, fine to coarse SAND, few to little fine to coarse gravel, few 1 to with silt, few roots. 2 3 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 4 few silt. 5 Bottom of exploration pit at depth 4.5 feet 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Logged by: MIL Approved by: Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. EN m Project No. KE090103A 7120109 LOG OF EXPLORATION PIT NO. EP -118 N Bay Vista Sector 2B a Bremerton, WA Associated Earth Sciences, In.c. e pro Logged by. MIL Project No. KE090103A Approved by: 7/20/09 U Y This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be together for read with that report complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are 0 a simplfication of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till Loose to medium dense, light tan to brown, fine to coarse SAND, few to with fine to coarse gravel, 1 few to little silt, few roots. 2 3 Vashon Lodgement Till. Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 4 few silt. 5 6 Bottom of exploration pit at depth 5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 N Bay Vista Sector 2B a Bremerton, WA Associated Earth Sciences, In.c. e pro Logged by. MIL Project No. KE090103A Approved by: 7/20/09 U Y LOG OF EXPLORATION PIT NO. EP -119 r This log Is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report far complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simpification of actual conditions encountered. DESCRIPTION Fill Loose to medium dense, dry, light brown, fine to medium SAND, few fine to coarse gravel, few to 1 little silt. 2 Vashon Lodgement Till 3 Dense, moist, gray, fine to medium SAND, few to little fine to coarse gravel, few to little silt. 4 5 6 Bottom of exploration pit at depth 5 feet 7 8 9 10 11 12 13 14 15 16 17 18 19 Bay Vista Sector 2B Bremerton, WA 1 Logged by: SST Associated Earth Sciences, Inc. Project No. KE090103A Approved by.:,' °°>: 7/20/09 LOG OF EXPLORATION PIT NO. EP -120 C CL This log is part of the report prepared by Agsociated Earth Sciences, Inc. (AESI) for the named protect and should be read together with that report for complete Interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are C3 a simplfication of actual conditions encountered. DESCRIPTION Weathered Vashon Lodgement Till 1 Loose, buff, silty fine SAND/fine sandy SILT, little to with fine to coarse sand, few fine to coarse gravel, few roots. 2 3 4 Loose to medium dense, light tan to gray, fine to coarse SAND, few to little fine to coarse gravel, few silt. 5 Vashon Lodgement Till Medium dense to dense, light gray to gray, fine to coarse SAND, few to little fine to coarse gravel, 6 few silt. l 7 Bottom of exploration pit at depth 6 feet 8 9 10 11 12 13 14 15 16 17 18 19 a 0 N Bay Vista Sector 2B Bremerton, WA Associated Earth Sciences, Inc. C, Logged by: MIL Project No. KE090103A Approved by: M 7/20/09 U Y Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Lo Project um er Well Number Feet I KE090103A MW -1 1 of 4 Project Name Bay vista Sector 2B Location Bremerton WA Elevation (Top of Well Casing) —157.8' Surface (Elevation (ft) ~156' Water Level Elevation 9' ATD 11 5' on 4/23/09 Date Start/Finish A121 / 9 4/29/04 Drilling/Equipment Aauatech Hole Diameter (in) 6" Hammer Weight/Drop N/A w m� >�o a► ct t n �E WELL CONSTRUCTION T DESCRIPTION Locking aboveground monument Grass over fill. Loose, dry to moist, silty fine to medium SAND, few gravel, few angular cobbles, scattered roots and other organics (fill). 5 " Surface seal -12" diameter Moist, brown, silty fine to coarse SAND, few fine to coarse gravel with bentonite chips (filly_ _ Vashon Lodgement Till 0 j• Dense, wet, olive -gray, fine to coarse SAND, with silt, few fine to coarse gravel. (Driller adding water to facilitate removal of cuttings) R i- 15 Dense, olive -gray, fine to coarse SAND, with silt, few to little fine to coarse gravel (till). (Driller adding water) 3i 20 Moist, brown, fine to coarse SAND, few to little fine to coarse gravel, trace silt (sandy interval within till). Moist, brown, fine to coarse SAND, little silt, with fine to coarse gravel (till). 25 6" ID steel casing Moist, brown, fine to coarse SAND, little silt, with fine to coarse gravel (till). 30 Moist, brown, fine to coarse SAND, with silt, little fine to coarse gravel (till). 35 Moist, brown, fine to coarse SAND, little fine to coarse gravel, few to little silt. (Driller adding water) 40 Brownish gray, fine to coarse SAND, little fine to coarse gravel, little (?) silt (fill). (Driller adding water) Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: SST m 3" OD. Split Spoon Sampler (D & M) a Ring Sample -V- Water Level (4/23/09) Approved by: ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) Associated larth Sciences, Inc. Geologic & Monitoring Well Construction Lo E �-' � Project Number a Number heat 1 KE090103A MW -1 2 of 4 Project Name Bay Vista Sector 2B Location Bremerton WA Elevation (Top of Well Casing) -157.8' Surface Elevation (ft) -156' Water Level Elevation 9' ATD. 11.5' on 4/23/09 Date Start/Finish 4121 M9 4=1059 Drilling/Equipment Aouatech Hole Diameter (in) 6" Hammer Weight/Drop N/ O7 iii L d CL WELL CONSTRUCTION T m (0DESCRIPTION Brownish gray, fine to coarse SAND, little fine to coarse gravel, little (?) silt (till). 50 Brownish gray, fine to coarse SAND, little fine to coarse gravel, little (7) silt (till). 55 Olive -gray, fine to coarse SAND, little silt, few to little gravel (till). (Driller stopped adding water above sample interval for less washed out sample) 6D Very moist, brown, fine to coarse GRAVEL, trace to few silt, few fine to coarse sand. (Driller comment: ",Just got loose at 60 feet", adding water) Brown, fine to coarse GRAVEL, cluster of brown, silty fine to medium SAND (diamict) within sample (till), (Driller comment: "Drills a lot harder", driller adding water) 65 Brown, fine to coarse GRAVEL, cluster of brown, silty fine to medium SAND (diamict) within sample (till). (Driller comment: "Drills like till", adding no water) 70 Brown, fine to coarse GRAVEL, cluster of brown, silty fine to medium SAND (diamict) within sample (till). (Adding no water) 75 Moist to very moist, gray -brown, fine to coarse GRAVEL, little fine to coarse sand, silty fine to medium sand coating some gravel clasts. (Added little water) Moist, fine to coarse GRAVEL, few fine to medium SAND, silt -coated, few to little slit (till). (Driller not adding water) Increased fine to coarse sand. 80 (Measured - no water) Moist, olive -gray to brown, fine to coarse GRAVEL, with fine to coarse sand, little silt (till). -85 Olive -gray, fine to coarse GRAVEL, few fine to coarse sand, few silt (till). (Driller adding water) Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SST m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level (4/23/09) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geolo is & Monitoring Well Construction Lo �` 0 Project Number a Number Sheet KE090103A MW -1 _ 3 of 4 Project Name Bay Vista Sector 26 Location Bremerton WA Elevation (Top of Well Casing) —157.8' Surface Elevation (ft) •-156' Water Level Elevation 9' ATD. 11.5' on 4/23/09 Date Start/Finish Q/91/flq 4/291()a Drilling/Equipment A"ech Hole Diameter (in) 6" Hammer Weight/Drop N/A E a� _ wi o tD u— Qa 3 WELL CONSTRUCTION T DESCRIPTION Olive -gray, fine to coarse GRAVEL, with fine to coarse sand, few to little silt (till). 95 Olive -gray, fine to coarse GRAVEL, with fine to coarse sand, few to little silt (flit). ---------------------------...- Vashon Advance Outwash (Driller comment: "Drilling more like outwash - losing some circulation") 00 Gray, fine to coarse GRAVEL, few coarse sand. (Driller adding water) ' 05 Grayish brown, fine to coarse GRAVEL, little fine to coarse sand, clast colors include red, orange, green. 10 Gray, fine to coarse SAND, trace fine gravel, includes some white clasts. Becomes more gravelly. 5 Gray with clasts of orange, green, red, yellow, fine to coarse GRAVEL, with fine to coarse sand, occasional cobble (takes 6 minutes to go through one 6" cobble). 20 Moist, gray with white, orange, brown, green clasts, fine to coarse gravel, few coarse sand. Gray with orange and white clasts, medium to coarse SAND, with fine to coarse gravel. 25 Brownish gray, fine to coarse SAND, little fine to coarse gravel. 30 Brownish gray, very fine to coarse SAND, few fine to coarse gravel. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) D No Recovery M - Moisture Logged by: SST 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level (4/23/09) Approved by: ® Grab Sample Shelby Tube Sample t Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geolo is & Monitorinfl Well Construction Lo 17771 Project Number vvelumber 1 Sheet J KE090103A MW -1 4 of 4 Project Name Bay Vista Sector 213 Location Bremerton WA Elevation (Top of Well Casing) 157.8' Surface Elevation (ft) —156' Water Level Elevation 9' ATD. 11.5' on 4123/09 Date Start/Finish 4/91 /[)A 409109 Drilling/Equipment Aquatech Hole Diameter (in) 6" Hammer Weight/Drop N/A r a J a3 �'o ca E N WELL CONSTRUCTION T m �� DESCRIPTION Brownish gray, fine to coarse SAND, occasional fine gravel, includes orange and white clasts. 40 Gray, medium to coarse SAND, occasional fine to coarse gravel. SZ, 144.5' at 12:00 on 4/23/09 45 As above, includes fine SAND, trace slit. 1 Interbeds of silt. 50 Brownish gray, fine to medium SAND, trace silt. Very moist to wet (?), brown, fine to medium SAND, with clayey silt K packer interbeds, occasional coarse gravel. Bottom of 6' casing 55 Brown, fine to coarse SAND, trace silt. Screen: 0.010 -slot stainless steel, wire -wrapped 5" ID Lens of silt. Bottom of screen Very moist to wet, brown, SILT, few clay interbeds. -160 Boring terminated at 160 feet on 4/22/09 65 70 75 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SST 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level (4/23/09) Approved by: ® Grab Sample Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitoring Well Construction Lo a ro ec Number a Number Sheet KE090103A MW -2 1 of 4 Project Name Bay Vista Sector 2B Location Bremerton WA Elevation (Top of Well Casing) -•132' Surface Elevation (ft) —130.5' Water Level Elevation —10.5' ATD. 10.68'(5/18/09) Date Start/Finish 5/B(pg5/A/f a Drilling/Equipment gquatech/6" Air Rotagi Hole Diameter (in) 6" Hammer Weight/Drop d/A RE d o0 WELL CONSTRUCTION T °D 0) DESCRIPTION Locking aboveground Fill monument Perched water at 1'. Concrete 0 to V 3' surface seal 1' to 4' 5 j Very moist to wet, light brown to light gray, fine to coarse SAND and i% ;,• :;� fine GRAVEL, few to little silt, occasional woody debris. iJ j Vashon Lodgement Till ,,. Moist, olive -gray, fine to medium SAND, with silt and fine to coarse j/ gravel. 10 %/ �J. 3/8" bentonite chips 0 to 115 Olive -gray, silty fine to coarse SAND, with fine to coarse gravel. s, 15 Olive -gray, silty fine to coarse SAND, with fine to coarse gravel. r 20 j �J 2" ID Schedule 40 PVC Olive -gray, silty fine to coarse SAND, with fine to coarse gravel, contains few red clasts. casing i% i `f 6" steel casing 0 to 24' 25 J• As above. r% J J/ i,/,;/,;• f• (Driller adding water) 30 // � As above. (Driller adding water) j -1' thick "clean layer," reports driller. 35 / ! Olive -gray, fine to coarse SAND and fine to coarse GRAVEL, little g y silt (adding water). is ,2 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SST m 3" OD Split Spoon Sampler (D & M) U Ring Sample Water Level (5/18/09) Approved by: ® Grab Sample 0 Shelby Tube Sample t Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geologic & Monitor in Well Construction Lo ro ect NUmber el Number Sheet KE090103A MW -2 2 of 4 Project Name Bay Vista Sector 2B Location Bremerton WA Elevation (fop of Well Casing) --132' Surface Elevation (ft) -130,5' Water Level Elevation —10 5' ATD 10 68' X5/18/091 Date Start/Finish liBinq.s/R/r g Drilling/Equipment 8ouatech/6" Air Rotary Hole Diameter (In) Hammer Weight/Drop N/A Co U 3 WELL CONSTRUCTION T En DESCRIPTION Olive -gray, fine to coarse SAND, with slit and fine to coarse gravel. Driller reports drilling loose. a 45 Gray, fine to coarse GRAVEL, tittle fine to coarse sand, trace to few -!0 silt. Olive -gray, silty fine to coarse GRAVEL and fine to coarse SAND. Driller says it seems like layers of silty, then cleaner material (interbeds). 50 i Olive -gray, fine to coarse GRAVEL and fine to coarse SAND, little silt. ii •;i :i %% 55 i%; ;i ;i: Olive -gray, fine to coarse SAND, with silt and fine to coarse gravel. is ci i% 60 Olive -gray, silty fine to coarse GRAVEL and fine to coarse SAND. i% 6513 As above. i% 70 Advance Outwash Gray to olive-gray,fine to coarse SAND, with fine to coarse gravel, .% few to little(?) silt. Becomes more sandy, less silty. Driller reports losing circulation. ;a i 75 Gray, medium to coarse SAND, little fine to coarse gravel, trace silt. i; i; B" Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: SST m Y OD Split Spoon Sampler (D & M) 0 Ring Sample Water Level (5/18/09) Approved by: ® Grab Sample 0 Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Geologic & MonitoringWell Construction Loci �y. a Project Number a Number 5 eet KE090103A MW -2 3 of 4 Project Name Say Vista Sector 2B Location Bremerton WA Elevation (Top of Well Casing) —132' Surface Elevation (ft) —130.5' Water Level Elevation --10 5' ATD 10-68' (5/18109) Date Start/Finish 5/61ng,,SLglslg Drilling/Equipment Aquatech/6" Air Rotary Hole Diameter (in) 6" Hammer Weight/Drop N/A a > U O L° 3 WELL CONSTRUCTION T m co Gray, medium to coarse SAND, with fine to coarse gravel, few silt. u� 85 %- Gra moist, medium SAND, trace fine ravel, trace fine sand. Y. 9 i '' ;• Driller reports silt interbeds. 90 :i• Gray, fine SAND, little silt, i 95 Gray, medium to coarse SAND, few orange and white clasts. i, 'i i,Gray, 00 fine to coarse SAND. %i ai i• 05 %i Gray, fine to medium SAND, trace to few fine gravel, trace to few silt. ii 'i s7 ,j 10 Gray, fine to coarse SAND. i% 15 Gray, fine to coarse SAND. 10/20 Colorado silica sand 115' to 130' Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: SST 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level (5/18/09) Approved by: ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) jA Associated Earth Sciences, Inc. Geologic & MonitoringWell Construction Lo Prosect Number Well Number Sheet KE090103A MW -2 4 of 4 Project Name Bay Vista Sector 2B Location Bremerton. WA Elevation (Top of Well Casing) -132' Surface Elevation (ft) 130.5' Water Level Elevation —10.5- ATD. 10.68' (5/18/09) Date Start/Finish S/R/Oq,S/R/nQ Drilling/Equipment Aquatech/6" Air Rotary Hole Diameter (in) 6" Hammer Weight/Drop N/A L a) i � tD .2-6 t a c E m `o 3 WELL CONSTRUCTION T DESCRIPTION 2" ID Schedule 40 0.020 -slot Gray, fine to coarse SAND. PVC screen 25 Gray, fine to coarse SAND. Gray, fine to coarse SAND. 30 Boring terminated at 130 feet on 5/8/09 ^^ 35 40 45 50 55 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: SST m 3" OD Split Spoon Sampler (D & M) ® Ring Sample Q Water Level (5/18/09) Approved by: ® Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling (ATD) PERMIT CENTER REQ. 'IDENI}Ir'VI., Building Permit Application Depajiluctlt (AConunuuitt llctcl!)t>nu llt ' 313 (ith Start. Stlitc (iO() ` l3rcmcrt()tl " 11'A ' JSc3i3% 1873 0.360) (3(i0) 17 ;-.52/, tntitr.c•l,llrcuxttcln.t�a.ns cr ❑ Caziiracior (� Aut]u)rizecl �lciu Aiclltt: Ottf� 44 � � A# A c. 0 rV 9 Sr- 1�i " 3 6 Site Address: To apply for a property address, contact Public VVorks at (360) 4T3-5270 CONTRACTOR: Highmark Homes OWNER: Same i-ddress 16400 Southcenter Pkwy. #21 Address: --- City, 5fafieirl: Tukwila, WA 98188 City, State, Zip:r�- �- I..IC:enSC #.cx�..XpI- .lJdtE: HIGHMHL904R7 12 3'I�one ai: Contact Name: Thomas _Tollen_ 1 2 Authorized Agent Name: Mike Gora1 C;vntact f'ha-_ ��u 41 - (253 1255-5532 -Address: 16 4 0 0 Southcenter Pkwy. #21 0 thomast@windermere, cpm City, State, Zi :Tukwila, WA 981 88 Email Gddreus:___�. ---- oflo- 6 Phone#: 253 255-5532 _ Tax 1D/Parcel #:s7D ( ) _ 1 ,t user Seniic Et -nail aauress3nike@highmarkhomes. us Neto Construction I I Alteration j__) Addition w hat is ttie application for? (Please check). ---------�---- � j XA1 NEW SINGLE-FAMILY RESIDENCE T ► RESIDENTIAL REBUILD I y NEW DUPLEX I _� RESIDENTIAL ADDITION ,�i NEW MANUFACTURED HOME (�; RESIDENTIAL REPAIR [:]NEW GARAGEICARPORT � NEV! ACCESSORY BUILDING !_ GaSiCO_—__.._ f �._�i I-C)llnUF![i0:1 11i12.Ih Sr ROO 1 Secttl)n: _ 101' - :;E lnterir..r tenor::. ^` `" Separate demolition permit and fees required, Contact Public Worics for sel:er cap permit (473-5270). Setver must be capped prior to demolition permit issuance. jI ; OTHER: IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES 4-._I NO f i Scope of erork proposed: New SFR Square Footage: Building: 1st From 846 t3asement _ Garage: 1st Floor zl! 3 2nd Floor 900— Other_ 2nd Floor Deck (s): — submitted for review may thereafter be returned to the app!icant or destroyed by the bui!ding official. The bustoing ottic!al may exienu uie nn+C for action by the applicant for a period not exceeding 180 days on request by the applicant, shoving that circumstances beyond the control of the 2pphcant have prevented action from being Men. No applicant shalt be exlended more than once. In order to renew action on an appka9an after expiation, ti,e applicant shall resubmit p'ans and pay a new p!an review fee. 1 Applicant's Signature (Print) ~ 1017-�z Date Rev. 0-,t 20,18 (Continued on back) RESIDENT'I.AL SITE PLAN QUESTIONNAIRE WN Site Address: yyyo, A04Lo°vr jr, R1 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes tjo NOTE: If ,yes, please rill out a Shoreline Permit Submittal Checklist (WAC 173-27-180) CRITICAL AREA CHECKLIST: 3. Slope is calculated by dividing the vertical distance by the horizontal distance and then multiplying the result by 100. Example: Vertical Distance = 20' Horizontal Distance = 100' Vertical 20 feet Horizontal 100 feet =.2 X 100 = 20% slope 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%. Hilly: slopes present on site of more than 15% and less than 30%. Steep: grades of greater than 30% present on site. Other (please describe): d. Does the site or properties within 200 feet of the site contain areas of standing water, creek or an area where water flows across the ground surface? Yes a 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes No RESIDENTIAL DEVELOPMENT WORKSHEET: 6. What is the amount of grading proposed (in cubic yards), not including foundation area? Fill amountT Cut amount _ _ Total grading-0— NOTE: rading_0 NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes / No 7. Please provide the following information. The setbacks are measured from the finished exterior wall of a structure to the lot line, not from the foundation. Accurately represent your setbacks on site plan. DESCRIPTION PROP SED Front yard setback — ^ Rear yard setback` 101---- Sid� },ard setback «f I-- —� Side hard setback !--- 9 iVlazimun7 height Pi eveiopment coverage" { Number of off-street s firkins, spaces *Use this as the second front yard setback for corner lots and through lots. **Development Coverage is defined as that portion of a lot covered by impervious surface areas of all structures, and impervious paved areas, such as driveways and walkways. Residential Questionnaire Revision: October 2008 .;; 4�S12,c�sa1 0 i i; PERMIT CENTER Dept. of Community Development*345 — Oh Street Suite 600*Bremerton*WA*98337-1873 ...Mechanical PLUM InL. Type of Fuel Electnc X Gas ❑`:011r Cl propane} Occupancy Residential ❑Commercial N Site Address: CONTRACTOR: Indoor Comfort Systems, Inc. OWNER: Highmark Homes Address: 118 Violet Meadows St. S. Address: 16400 Southcenter Pkwy. #210 City, State, Zip: Tacoma, WA 98444 City, State, Zip: Tukwila, WA 98188 License #: INDOOCS 1320H Phone # (253)255-5532 Contact Phone #: (253)539-1424 Tax ID/Parcel #: NO. TYPE OF EQUIPMENT NO. TYPE OF FIXTURE AIR HANDLING UNIT >I O,OOOCFM ATMOSPHERIC VACUUM BRKR 1-5 AIR HANDLING UNIT <] 0,000 CFM ATMOSPHERIC VACUUM BRKR >5 4 BATH FAN AND/OR EXHAUST FAN BACKFLOW DEVICE <=2" CLASS I HOOD & DUCT SYSTEM BACKFLOW DEVICE > 2" CLASS 2 HOOD & DUCT SYSTEM BUILDING SEWER 1 CLOTHES DRYER W/ EXHAUST CLOTHES WASHER COMMERCIAL FURNACE/DUCT COMMERCIAL FLOOR DRAIN COMM. FURNACE>100,000 BTUS DISHWASHER COMPRESSORS DRAIN PIPE/VENT PIPE ALTERATION 1 COOK STOVE W/ EXHAUST DRINKING FOUNTAIN DUCT CHANGE W/O NEW FURNACE FLOOR DRAIN ELECTRIC FURNACE/HEAT PUMP FLOOR SINK/INDIRECT WASTE EVAPORATIVE COOLER GREASE INTERCEPTOR I FIREPLACE -GAS OR GAS LOG INSERT HOSE BIBBS FIREPLACE -WOOD, OR WOODSTOVE INDUSTRIAL SAND/OIL INTERCEPTOR I GAS WATER HEATER & VENT LAWN SPRINKLER W/ BACKFLOW DEV. 3 GAS PIPING ROOF DRAIN MISCELLANEOUS MECHANICAL SHAMPOO SINK W/ BACKFLOW DEVICE 1 NATURAL GAS FURNACE/DUCTING SINK (LAV, KITCHEN, MOP OR BAR) PROPANE FURNACE/DUCTING SUMP PUMP PROPANE TANK (<2000 GALLONS) TUB AND/OR SHOWER UNIT UNIT HEATER WATER CLOSET AND/OR URINAL OTHER: JOTHER OTHER: OTHER: MECHANICAL FEES: PLUMBING FEES: TOTAL FEES: Applicant's Signature Date PC U 10-19S 40—,E£ Qi cq w Em J m 2 N CD tll .10- 00- co co V' cu �aa� mQ Ono c PC U 10-19S 40—,E£ Qi cq w Em 2 .10- 00- co co 4e cu �aa� mQ PC U 10-19S 40—,E£ Qi cq w .w_ PERMIT CENTER Dept. of Community Development*345 — 6th Street, Suite 600*Bremerton*WA*98337-1873 ❑ Mechanical (� PI`6 Bing,{ �zz Type oftFuel ❑Electric X Gas S r°Y S<0'Oil ` C� Propane Y Occupancy a = 2 [ Residential O Commercial h Site Address: CONTRACTOR: Peltram PIumbing OWNER: Hi hmark Homes Address: 1929 W. Valley Hgwy. S. Address: 16400 Southcenter kwy.. #210 City, State, Zip: Auburn, WA 98001 City, State, Zip: Tukwila, WA 98188 License #: PELTRP1075DZ Phone # ( 253)255-5532 Contact Phone #: (253)891-8781 Tax ID/Parcel #: NO. TYPE OF EQUIPMENT NO. TYPE OF FIXTURE AIR HANDLING UNIT >IO,000CFM ATMOSPHERIC VACUUM BRKR 1-5 AIR HANDLING UNIT <10,000 CFM ATMOSPHERIC VACUUM BRKR >5 BATH FAN AND/OR EXHAUST FAN BACKFLOW DEVICE <=2" CLASS 1 HOOD & DUCT SYSTEM BACKFLOW DEVICE > 2" CLASS 2 HOOD & DUCT SYSTEM 1 BUILDING SEWER CLOTHES DRYER W/ EXHAUST I CLOTHES WASHER COMMERCIAL FURNACE/DUCT COMMERCIAL FLOOR DRAIN COMM. FURNACE>100,000 BTUS 1 DISHWASHER COMPRESSORS DRAIN PIPE/VENT PIPE ALTERATION COOK STOVE W/ EXHAUST DRINKING FOUNTAIN DUCT CHANGE W/O NEW FURNACE FLOOR DRAIN ELECTRIC FURNACE/HEAT PUMP FLOOR SINK/INDIRECT WASTE EVAPORATIVE COOLER GREASE INTERCEPTOR FIREPLACE -GAS OR GAS LOG INSERT 2 HOSE BIBBS FIREPLACE -WOOD, OR WOODSTOVE INDUSTRIAL SAND/OIL INTERCEPTOR GAS WATER HEATER & VENT LAWN SPRINKLER W/ BACKFLOW DEV. GAS PIPING ROOF DRAIN MISCELLANEOUS MECHANICAL SHAMPOO SINK W/ BACKFLOW DEVICE NATURAL GAS FURNACE/DUCTING 5 SINK (LAV, KITCHEN, MOP OR BAR) PROPANE FURNACE/DUCTING SUMP PUMP PROPANE TANK (<2000 GALLONS) 2 TUB AND/OR SHOWER UNIT UNIT HEATER 3 WATER CLOSET AND/OR URINAL OTHER: OTHER OTHER: OTHER: MECHANICAL FEES: r PLUMBING FEES: TOTAL FEES: Applicant's Signature Date m i 0 J m ED .0-195 �S«onoto r 0 e �U �I �W e� U 04Wa�LLJ r 0 e �U �W e� 00 04Wa�LLJ IU ILI O (D 0- 0 51RIll 0 W i5 cqSM 1�1 •�/tjzo\n o 1 0 BASIC PLAN CHECKLIST .w Developer/Applicant Office Use Only NAME9 ; h r�; Cie _W_PERMIT# BASIC PLAN CODE CYCLE L 2K F� L kz-v Q) Basic Approval Date: \a_ J1l --aop }-, This checklist accompanies your "Basic" permit issuance & approval for use. This Basic permit may be used during the current code cycle and must be re- established upon the adoption of new code edition. For future submittals using your established basics, your submittal documents will consist of the following: ✓ This Completed Checklist ✓ Completed Application ✓ 4 Site Plans showing location of structure on parcel ✓ Site Specific letter from Engineer of Record approving the use with original seal & signature or blanket letter. Engineer's License Expires Basic will need a new letter for the Basic Permit after this date. ✓ 2 Copies of approved basic plans ✓ 2 Copies of approved engineering calculations and structural pages ✓ 2 Copies of approved Energy Form ✓ 2 Copies of approved Mechanical & Plumbing forms ✓ Clearly identify all options to be used and cross off all options NOT used ✓ 2 copies of the Geotechnical Engineer Report if performed for the site ✓ Septic: 2 Copies of accepted site plan or concurrent review from Health District �a Radiant slab: ❑ R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. O t. Descri tion la Hi h Efficienc HVACment 1 Hi h Efficienc HVAC E ui ment 2 Prescriptive Energy Code Compliance for Single Family and Duplex Housing: Zone Project Information Contact Information Plan L2AL-1660 This set of forms has been developed to assist permit applicants documenting compliance with the $Efficient Washington State Energy Code, (2009 edition). This set is for structures built under the IRC and located • in Climate Zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings (WSEC 104.2). ' This form is not a substitute for the energy code itself. To obtain a copy of the energy code, go to the following web address. http://www.energy.wsu.edu/code g Glazing Option Area 10: Glazing U -Factor Door 9 Vaulted Wa1112 Wall. into Wall- exe Slab' z % of Floor Vertical 11 U -Factor Ceiling Ceiling3 Above Below Below Floors Overhead on Grade Grade Grade Grade OI 13% 0.34 0.50 0.20 R-38 R-38 R-49 or R-21 R-21 R-10 R-30 R-10 Adv. Int.' TB 2' R-49 or R-21 R-21 II 25% 0.32 0.50 0.20 R-38 R-38 R R-]0 ' -i0 R-3.0 Adv. Int.TB 2, OIII Unlimited 0.30 0.50 0.20 R-49 49 or R-38 R-21 R-21 R-10 Adv. Int.' TB R-10 R-30 2' See WSEC table 6-1 for footnotes Glazing Schedule Attached to Document ❑ Does not apply. (SEE INSTRUCTIONS) _Using Prescriptive Option III All glazing and doors meet maximum U -factor. Alternate heating size method submitted. Q Option I or II, Glazing to floor area limit (WSEC 602.7.2) ❑ Area weighted window, skylight or door U -factor (WSEC 602.7.2) ❑ As part of the heating system sizing calculation (IRC M1401.3 & WSEC 503 .2.2) Radiant slab: ❑ R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required Opt. O t. Descri tion la Hi h Efficienc HVACment 1 Ventilation *1200 kwh WSEC Prescriptive Worksheet (2010 edition) Zone 1 WSUEEP10-010 Copyright 2010 Hi h Efficienc HVAC E ui ment 2 Hi h Efficienc HVAC Equipment 3 Hi h Efficienc HVAC Distribution S Efficient Buildin Envelo e 1 $Efficient Buildin Envelope 2 u er-Efficient Buildin Envl3 ir Leaka e Control and Efficient Ve dditional Air Leaka e Control and E fficient Water Heatin Effiecienc Water Heatinl g Dwellin Uniewable Electric Energy Total Credits Ventilation *1200 kwh WSEC Prescriptive Worksheet (2010 edition) Zone 1 WSUEEP10-010 Copyright 2010 S Glazing Schedule Project Information Contact Information Plan L2AL-1660 Conditioned Floor Area1660 Sum of UA for Heating System Sizing 212 Sum of All Glazing Areas From Below 236 Glazing to Floor Area Ratio 14-22%j 602.7.2 Exception Ratio (not to exceed 1%)� Exterior Doors Plan Component ID r)acrrinlinn Entry Door Fire Door (exempt d Door < 24 Square Feet Door Percent Ref. U -factor Glazed 0.200 0.540 Width Height Glazing Door Door Qt. Feet inch Feet Inch Area Area UA 1 3 6 e 20.0 4.0 1 2 8 6 8 17.8 9.6 Sum of Glazing Area, Door Area, and UA (do not include exempt door) C 37.8 13.6 Area Weighted U = UA/Area 0.36 Sum of Area and UA for Heating system size only (include exempt door) 37, 8 13.6 V ertical Glazing (Windows, Glazed doors using Exception 602.6 #1) Plan Component IGlazing ID Description Ref. U -factor POWDER ROOM 0.032 DINING ROOM 0.032 GREAT ROOM 0.032 KITCHEN 0.032 DEN 0.032 BATH 0.032 BATH 0.032 STAIR 0.032 BEDROOM 2 0.032 1 MSTR BEDROOM 0.032 1 BEDROOM 3 0.032 1 BEDROOM 4 0.032 1 WSEC Prescriptive Worksheet (2010 Edition) Width Height Qt. Feet In" Feet'"' Sum of Area and UA Area Weighted U = UA/Area Glazing Area UA EOO.48115 1.2:0:1 0.38 *15.*00 1.2:0:1 0.38 24.01 0.77 16.01 0.51 15.0 0.48 236.0 7.55 0.03 WSUEEP10-010 Copyright2010 0.48 *15.*00 0.64 0.51 24.01 0.77 16.01 0.51 15.0 0.48 236.0 7.55 0.03 WSUEEP10-010 Copyright2010 Overhead Glazing Plan Component Glazing Sum of Area and UA Doube Glazed Garden Windows Section 602.7.2 Exception Area Weighted U= UA/Area Plan Component - Width Heih g t Qt. Feet. In ' Feet inch Sum of Area Sum of Area X 3 (This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only = Area X 0.63 WSEC Prescriptive Worksheet (2010 Edition) WSUEEP10-010 Copyright 2010 e Simple Heating System Size: Climate-Zo:re;1: Project Information IPlan L2AL-1660 Indoor Design Temperature Outdoor Design Temperature L 20 Design Temperature Difference (AT):. AT = Indoor - Outdoor Design Temp. Conditioned Floor Area 1660 ;: Conditioned Volume 14,140 Glazing Copy Sum of UA from Glazing Schedule 21 >! Attic U. -Factor; R-49 800 R-38 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings U -Factor X Area; R-38 Vented 0.02:7 Above Grade Walls .: R-21 Floors U-Fac.tor. '.:X..:.;Area:';;; R-30 0.029 <: 860:<`: Below Grade Walls LI -Factor X 2' Depth Walls 0.042 3.5' Depth Walls 0,041- .0417' 7'Depth Walls 0.03.7, Slab Below Grade F -Factor : 'X -:..L 2' Depth 3.5' Depth .0:. 64 7' De th 0:57: Slab on Grade F•Facto,r .X` :aen:`th: R-10 2' perimeter 0.54- .54R-10 R- 10Full - Heated 0:55 Sum of UA Envelope Heat Load Sum of UA X AT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 1 15 If ducts are>located in unconditioned space Sum of Building Fteat Loss ff ducts are located ,n conditionedspace ..........uQf Building Heat Less X ' �.-Buildirig;and G WSEC Prescriptive Worksheet (2010 Edition) i9mm : i i mom WSUEEP10-010 Copyright 2010 b��Z�a1v -is -61z.cyo �;_ 3 Permit Center Dept. of Community Development 345-6 th Street, Suite 600*Bremerton*WA*98337-1873 WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 2009 IRC Purpose: We have all heard about office and school buildings which cause people to become ill. If improperly ventilated, our homes can cause some of us to become ill too. With all of the new materials we use to construct and furnish our buildings, it is very important that our homes are ventilated in such a way as to provide us with a method to get the stale air out and fresh air in. Please check the appropriate box to describe which of the four prescriptive Whole House Ventilation Systems you will be using, and fill in any blanks or boxes under the system you choose. QC Option 1. Whole house Ventilation Using Exhaust Fans (IRC Section M1508)) • 00 CFM Exhaust Fan Flow Rating Per Table M1608.2 (attached). Location of whole house exhaust fan(s) must be shown on the plans, • Fan Controls: 24 hour clack timer with capability of continuous operation, manual and automatic control & accessible Whole house fans located 4 feet or less from the interior grille shall have a sone rating of 1.5 or less at 0.1 inches w g. Outdoor Air shall be distributed to each habitable room by individual Outdoor Air inlets. Exception: Exhaust only ventilation systems do not require outdoor air inlets if the home has a ducted forced air heating system that communicates with all habitable rooms and the interior doors are undercut a minimum of % inch. Option 2. Whole house Ventilation Integrated with a Forced Air Heating System (IRC Section M1508.5.1) + inch Fresh air duct, connected to the furnace return plenum, sized Per Table M1508.6.2. (attached) • Fresh Air inlet duct Damper Selection: (Choose one) Motorized Damper (no testing of ventilation flow rates as long as the prescriptive duct sizing per Table M1508.6.2.are met. Manual Damper meeting Table 3-2 flow rates: CFM (see attached Table M1508.6.2.) 0 Automatic Flow -Regulated Device (Requires field testing or calculation.) • Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located • All Ventilation supply ducts in the conditioned space shall be insulated to a minimum of R-4 Option 3. Whole house Ventilation Using a Supply Fan (IRC Section M1508) • inch Outdoor air inlet duct, connected to the furnace supply air stream, sized per Table M1506.6.2, (attached) s Fresh Air inlet duct Back -draft Damper Selection: (Choose one) Calibrated manual volume damper installed and set to meet the measured flow rates In Table 3.2 (attached) by field testing with a pressure gauge and/or following manufacturer's installation instructions. A manual volume damper installed and set to meet the measured flow rates specified in Table M1508.6.2.by field testing with a flow hood or flow measuring station. ® An automatic flow -regulating device sized to the specified flow rate in Table M1508.6.2.which provides constant flow over a pressure range of 0.20 to 0.60 inches water gauge. • Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located • All Ventilation supply ducts in the conditioned space shall be Insulated to a minimum of R-4 OOption 4. Whole house Ventilation Using a Heat Recovery Ventilation System. • All duct work in heat recovery system shall be at least 6 inches in diameter • Balancing dampers shall be installed on the inlet and exhaust side. • f=low measurement grids shall be installed on the supply and return. • System minimum flow rating shall not be less than specified in Table M1508.6,2. • Outdoor air inlets shall be screened or otherwise protected from entry by leaves or other material and located • Ventilation Supply Ducts in the conditioned space upstream of the heat exchanger shall be insulated to a minimum of R-4 A THE FOLLOWING ARE REQUIRED IN ADDITION TO THE OPTION CHOSEN: • At the time of final inspection, the automatic control dme shall be set to operate the whole house fan for at least 8 hours per day, • A label shall be affixed to the control that reads "Whole House Ventilation" (see operating instructions) • 24-hour clock timer installed with capability of continuous operation, manual and automatic control, readily accessible. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. REFERENCE TABLES Table M1508.2 Whole House Ventilation Minimum Ventilation Rates: fCnntinueusiv nneratp-d SVstam-Ole1m) Floor Area (ft) 0-1 Number of Bedrooms 2-3 4-5 6-7 1 >7 <1500 30 45 1 90-150 cfm 90 1501-3000 45 60 7 inch 105 3001 —4500 60 75 120 4501--6000 75 90 %120135 135 6001 —7500 90 105 150 >7500 105 120 165 Table M1508.6.2: Prescriptive Supply Fan Duct Sizing Supply Fan Tested CFM at 0.40" w.g. Specified Volume from Table 408.1 Minimum Smooth Duct Diameter Minimum Flexible Duct Diameter 50-90 cfm 4 inch 5 inch 90-150 cfm 5 inch 6 inch 150-250 cfm 6 inch 7 inch 250-400 cfm 7 inch 8 inch PRESCRIPTIVE HEATING SYSTEM SIZING All heating equipment must be sized using a recognized engineering practice. Typical sources Include: • ASHRAE Handbook of Fundamentals. • ACCA Manual J, 8m Edition- Residential Load Calculation. • ACCA Manual N- Commercial Load Calculation. WSEC: www.energy.wsu.edu/code Kis o i o 1. z.4�0 5r5- 3 Ventilation System Operating Instructions Whole House Ventilation System Using Exhaust Fans' Your new home has been constructed to use energy efficiently, while maintaining a healthy indoor environment with a good sup- ply of fresh air. To help you achieve these benefits, we recommend that you take a few minutes to read these instructions. Your home has been constructed to the requirements of the Wash- ington State Energy Code (2003 edition) and the Washington State Ventilation and Indoor Air Quality Code (2003 edition). This means your home and the ductwork of your heating system have been well sealed, which limits uncontrolled exchange of air between the indoors and outdoors. The amount of fresh air provided to your home is under your control. You can increase the ventilation rate of your home by opening windows, or by operating your mechanical ventilation systems. Your home has two types of mechanical ventilation: spot ventilation fans, and a whole house ventilation fan. Spot Fans A spot fan has been installed in each bathroom, the utility room and the kitchen. If your home includes an indoor spa, or any other room that may need additional ventilation, a spot fan will be included there as well (see Figure 1 below.) Spot ventilation fan at kitchen Spot vent fan controls, minimum 1 per fan Undercut doors a minimum of 1/2" to permit air flow Ventilation from Spot Fans Ventilation Systen' Operating Instructions, Page 2 The purpose of spot ventilation is to control excess moisture, odors, or chemical byproducts at the source. It's far more effective to quickly eliminate moisture and pollutants when they are created than to allow them to dissipate slowly over time. Controlling moisture reduces the cause of many molds and protects the finishes of your home. Control- ling odors and chemical byproducts reduces any health hazard that may be associated with them. It is particularly important to oper- ate your kitchen fan if you have a gas or propane range. As well as removing moisture and odors created by cooking, your kitchen exhaust fan removes the unhealthy byproducts of combustion, includ- ing carbon monoxide and nitrogen oxides. Recommended spot fan operation • Turn on the spot fan when- ever moisture, odors, house- hold chemicals, or combustion byproducts are present in the room, such as during showering, washing clothes, or cooking. • Since moisture vapor, odors, and combustion byproducts tend to linger, run the spot fan for up to 60 minutes beyond the activity that produced them. Whole house fan Your house has been equipped with a whole house exhaust fan. It is similar to a common bath exhaust fan, but is required to meet more stringent requirements for air flow and sound control. It may be locat- ed in the bathroom, a laundry area, or in the hallway (see Figure 2.) Recommended cold crrmate confriguration, or out gable end Figure 2: Whole House Fan Spot vent control, minimum 1 per fan Through - wall vent Undercut doors 1/2' to permit air flow This fan is controlled by a 24 hour timer (see Figure 3.) To change the ventilation rate in your home, adjust the timer to increase or decrease the amount of time the exhaust fan operates. When the ventilation timer calls for ventilation, the whole house exhaust fan turns on, pulling air out of TIME OF DAY PINS AUTO: RUN TIME BASED ON TIMER T ON: CONTINUOUS OPERATION Figure 3: Typical Whole House Ventilation Timer your home and drawing fre from outside. If your home equipped with fresh air inle it is IMPORTANT that you leave these inlets open. At the end of the cycle, the timer will turn the fan off. Selecting a Whole House. Ventilation Schedule Your contractor has set the timer on your ventilation system to provide a minimi eight hours of ventilation per day. To get the maximum benefits of the ventilation system, you'll want to adjust the timer to suit your own schedule. • Run the system more when you expect to be home, or when more people are expect- ed to be in the home. • Set the timer to cycle the system on and off for short periods. For example, 10 min- utes on, 20 minutes off. Managed by: WASHINGTON STATE UNIVERSTTY ow EXTENSION ENERGY PROGRAM ©2005 Washington State University Extension Energy Program. This instruction sheet contains material written and produced for public distribution. You may reprint this written material, provided you do not use it to endorse a commercial product. Please reference by title and credit the Washington State University Extension Energy Program.. Published September 2002; updated September 2005. WSUEEP-02-107 Code, le manual control to he system on when large ups gather in your home. On very cold or very windy days, it may not be necessary to run your whole house ventilation system that day. Additional Information: r more information on Nashington State Energy r the Washington State Ventilation and Indoor Air Quality visit: www energy.wsu.edu/buildings Endnote I "Prescriptive Requirements for Intermittent Whole House Ventilation Using Exhaust Fans," Chapter 3, Section 303.4.1, Washington State Ventilation and Indoor Air Quality Code (2000 edition) (effective July 1, 20011, Washington State Building Code Council. Funded by: 4�T of United States 1 Department of Energy NORTHWEST A ENERGY EFFICIENCY ALLIANCE www.nwalliance.org City of Bremerton CJ SSS Department of Community Development t 345-6 th Street, Suite 600 Bremerton, WA 98337-1873 Phone: (360) 473-5875 • Fax: (360) 473-5278 l- • Inspections: (360) 473-5870 RESIDENTIAL PLAN REVIEW CHECKLIST Thls checklist Is part of the approved set of plans. Do not remove, separate or detach any documents. Permit Number: Owner: • 2009 International Residential Code, WAC 51-51 (Chapters 1-10, 12-24, Appendix G & R) e 2009 Washington State Energy Code (WSEC), WAC 51-11 (2006 Edition until January 1, 2011) • 2009 Uniform Plumbing Code, WAC 51-56 and 51-57 • 2009 International Mechanical Code and 2009 International Fuel Gas Code, WAC 51-52 • Bremerton Municipal Code Title 17 & 18 The numbered items on the following pages are associated with the above referenced codes, as adopted and amended by the City of Bremerton. This checklist is intended to provide basic, helpful information only, and shall not be construed as an all-inclusive list of code requirements. In order to aid with the transition from the 2006 International Residential Code to the 2009 International Residential Code, substantial code changes or differences between the 2006 IRC and the 2009 IRC codes are in bold type. Because of copyrighted material, the unamended codes are not available online. Building codes may be researched in the Department of Community Development office or the Sylvan Way branch of the Kitsap Regional Library. The state amendments to the codes may be found at www.sbcc.wa.gov. The Energy Code and resources may be researched at www.energy.wsu.edu. The issuance or granting of a permit or approval of plans, specifications and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Bremerton Building & Fire Code or any other ordinance of the city of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the codes and ordinances of the City of Bremerton shall not be valid. Office hours are from 8:00 a.m. to 5:00 p.m. Monday through Thursday. To schedule an inspection, call (360) 473-5870 and provide your permit number, the name and address shown on the permit, the type of inspection needed, and a contact telephone number. Inspection requests must be made before 7:30 a.m. by telephone in order to be scheduled for the same business day. You can also sign into the Online Center at www.bremerton.wa.us/PublicPortal Online requests must be made by midnight the day before the requested date. We do NOT call to confirm the inspection nor make an appointment. The final building inspection will not be approved until other agency final inspections have been performed and approved (Public Works, Water Maintenance, Electrical, and Health [if on septic system]). City of Bremerton Department of Community Development 345 6h St., Suite 600 Bremerton, WA 98337 Revised 4/4/2012 (360)473-5875 Inspections: (360) 473-5870 Fax: (360) 473-5278 A Building permit is required to construct, enlarge, alter, repair, move, demolish or change the occupancy of a building or structure, or to erect, install, enlarge, alter, repair, remove, convert or replace any electrical, gas, mechanical or plumbing system. Exceptions include a fence less than 6 feet in height, one-story tool sheds or playhouses less than 200 square feet, retaining wall less than 4' in height measured from the bottom of the footing and not supporting a surcharge, interior finish such as paint or carpet, prefabricated swimming pools less than 24" high, residential playground equipment, window awnings less than 54" from the exterior wall and not requiring additional support, and residential reroofs less than 4,000 square feet. Other exceptions may apply: Contact the office to answer any questions. Electrical permits are available from. Washington. State Labor& Industries. FLOOR PLAN 1. RQQN_IQ,JU,TlQ ANION IRC Section R105.3. Each room and its intended use must be clearly shown on the plans by the applicant for plan review purposes. 2. EGRE0aSS: WINS IRC Section R310.1. � I p•r�1 Basements, habitable attics, and every sleeping room shall have at least one operable emergency escape and rescue opening. (Habitable attic is a conditioned attic area with an occupiable floor area of 70 square feet and ceiling height of at least 7 feet over minimum area of 35 square feet.) Windows shall have a minimum net clear openable area of 5.7 square feet, or, minimum of 5.0 square feet for grade floor openings. The minimum clear opening height shall be 24", and the minimum clear opening width shall be 20". The window shall have a finished sill height at 44" or less above the floor. Emergency .escape and rescue openings shall be operational from the inside of the room without the use of keys, tools, or special knowledge. Window wells shall be provided when egress windows have a finished sill height below the adjacent ground elevation. The well shall allow the window to be fully opened and provide a minimum accessible net clear opening of 9 square feet, with a minimum dimension of 36". Window wells with a vertical depth of more than 44" shall be equipped with a permanent ladder or steps. See Page 25, Emergency Egress/ Rescue. Opening, for additional information. 3. SMOKE ALARMS: IRC Section R314.1. A smoke alarm listed in accordance with UL217 shall be installed in each sleeping room, including each bedroom, bonus room; habitable attic, and other habitable rooms that could potentially be sleeping rooms that contain an intervening door that can be closed to separate the room from areas otherwise provided with smoke alarms, as well as outside each separate sleeping area in the immediate vicinity of the bedrooms, and Each additional story of the dwelling including basements (but excluding crawl spaces and uninhabitable attics.) In dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. When more than one smoke alarm is required to be installed within an individual dwelling unit, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate- all of the alarms in the individual . unit. Alterations, repairs and additions shall be equipped with smoke ,alarms located as required for new dwellings, except work performed only on the outside, or plumbing or mechanical work only. Interconnection and hardwiring Is. not required in `existing buildings if the alterations do not result in the removal of wall or ceiling finishes unless there is a basement, attic, .or crawl .space Which could provide access for hardwiring and interconnection without removing the interior finish. Note: Habitable rooms such as dens, libraries and offices that are provided with built in features that establish the specific use of the room as something other than for sleeping, and do not contain clothes closets, need not be considered a sleeping room. 3a. CARBON MONOXIDE ALARMS: IRC Section 315. In dwellings where fuel -fired appliances exist or that have attached garages, an approved carbon monoxide alarm listed with UL 2034 shall be installed outside of each separate sleeping area in the immediate vicinity of the bedroom, unless the dwelling has been owner -occupied prior to July 1, 2010, and there are no new fuel -powered appliances. In a building where a tenancy exists, the tenant shall maintain the CO alarm as speci- fied by the manufacturer including replacement of the batteries. In existing dwellings with existing fuel appliances, the CO alarm shall be installed by January 1., 2013. 4. SAFETY GLAZING: IRC Section R308.4. All glass located' in an area considered hazardous must be safety glazed: 1. Glazing in all fixed' and operable panels of swinging; sliding and bifold doors, except deco- rative glazing and glazed openings 2. Glazing adjacent to a door where the nearest vertical edge is within a 24" arc of the door in a closed position and whose bottom edge is less than 60" above the floor or walking surface. Exceptions: decorative glazing; an intervening wall or permanent barrier is between the door and the glazing; glazing is in a wall on the latch side of the door and perpendicular to the plane CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 2 of the door in a closed position; glazing adjacent to a door giving access to a closet " which is less than 3' in depth; and glazing adjacent to the fixed panel of a patio door. 3. Glazing that meets all of the following conditions: A. Exposed area of an individual pane is greater than 9 square feet. and B. Exposed bottom edge is less than 18" above the floor. and C. Exposed top edge is greater than 36" above the floor. and D. 1 or more walking surfaces are within 36" horizontally of the plane of the glazing. Exceptions: Decorative glazing; a rail at least 1%1' high and capable of withstand- ing a horizontal force at least 50 pounds per linear foot without contacting the glass is installed in front of the glazing 34" to 38" above the walking surface, or outboard panes in insulating glass units and other multiple glazed panels when the bottom edge of the glass is 25 feet or more above grade, roof, walking surfaces or other horizontal surface adjacent to the glass exterior. 4. Glazing in railings regardless of area or height above a walking surface. 5. Tub, shower, hot tub, whirlpool, sauna, & steam room enclosures and any glazing in a bathroom wall enclosure, where the bottom is less than 60" •above the walking surface. Exception: Glazing more than 60" mea- sured horizontally from the waters edge of a hot tub, whirlpool or bathtub. 6. Glazing in walls and fences used as the barrier of indoor and outdoor swimming pools and spas when the bottom edge of the glazing is less than 60" above a walking surface and the glazing is within 5' of the water's edge. 7. Glazing within 36" horizontally of a walking surface and adjacent to stairways, landings and ramps when the exposed surface is less than 60" above the plane of the walking surface. Exception: A rail, guard or wall is installed meeting conditions of R308.4(7). 8. Glazing within 60" horizontally of the bottom tread of a stairway in any direction when the exposed surface of the glass is less than 60 inches above the nose of the tread. Excep- tions: Guardrail or handrail complies with R311.7.6 and R312 and the glass is more than 18" from the railing, or a solid wall or panel extends 34" to 36" above walking surface and top of wall can withstand same forces as a guard. 5. NATURAL LIGHT & VENTILATION IRC Section R303.1 and R303.2. All habitable rooms shall be provided with aggregate -glazing area of not less than eight percent (8%) of the floor area of such rooms, except for rooms which have artificial light capable of average illumination of 6 foot -candies at a height of 30" above floor level. An adjoining room may be considered under certain conditions of R303.1.1. Ventilation shall be provided through source specific and whole house ventilation systems designed and installed as specified in Sections M1507 and M1508. See Items 90-97. 6. EXHAUST FANS: IRC Section M1507, IMC 501.2, 501.2.1 Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa, and other rooms where water vapor or cooking odor is produced. Exhaust fans providing source specific ventilation shall have a minimum fan flow rating not less than 50 cfm at 0.25 inches water gauge for bathrooms, laundries, or similar rooms and 100 cfm at 0.25 inches water gauge for kitchens. The air removed by every mechanical exhaust system shall be discharged outdoors. Air shall not be exhausted into an attic, soffit, ridge vent, or crawl space. See the energy section of this checklist for additional requirements. '. CLOTHES DRYERS: IRC Sections M1502, G2439.3 & G2439.5. Clothes dryer exhaust ducts shall terminate outside the building at least 3 feet away from any openings and be equipped with a backdraft damper. Exhaust ducts shall be constructed of minimum 0.016 -inch -thick rigid metal ducts, having smooth interior surfaces with joints running in the direction of air flow. Ducts shall not be connected with sheet metal screws or other fasteners which could obstruct the flow. Exhaust ducts shall be supported at 4' intervals and secured in place. Approved (UL 2158A) transition duct of not more than 8' in length may be used within a dwelling, provided they are not concealed within construction. Duct length shall not exceed a total combined vertical and horizontal length of 25' from the connection of the transition duct from the dryer to the outlet terminal. The maximum length of the duct shall be reduced in accordance with Table M1502.4.4.1, except the manufacturer's instructions may prevail if the instructions are provided to the inspector at the time of the concealment inspection. No screens shall be installed at the duct termination. Where the duct is concealed within the. building construction, the equivalent length of the exhaust duct shall be identified on a permanent label or tag located within 6' of the exhaust duct connection. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 3 Table M1602.4.1.1 Dryer Exhaust Duct Fitting Equivalent Length Exhaust Duct Fitting Type Equivalent Length 4" radius mitered 45 elbow 2'6' 4" radius mitered 90 elbow 5' 6" radius smooth 450 elbow . 1' 6" radius smooth 90'.elbow 119. 8" radius smooth 45 .elbow 1 ' 8" radius smooth 900 elbow 1-7- '7"10" 10"radius smooth 45 elbow 91 10" radius smooth 90 elbow 1' 6" 8. RANGE HOOD . IRC Section M1503, M1901. The vertical distance between the cooking top. of a domestic range and unprotected combustible material shall 30"or more. Reduced clearances may be permitted in accordance with the listing and labeling of the "range hoods or � appliances. Commercial cooking equipment shall not be installed within dwelling units;: cooking appliances shall be listed and labeled as household -type appliances for domestic use. 9. WATER CLOSET CLEARANCES IRC Figure 307.1... Water closets shall belocated in a clear space not less than 30" 'in width, and not closer than 15" from the center of the fixture, to .a wall. or other side barrier such as a tub. The clear space in front of the water closet shall be at least 21". The ceiling height at the front of the water closet shall be at least 6'8" high, and the ceiling height above the fixture shall be such that the fixture is capable of being used for its intended purpose. 10. SHOWER AREAS: IRC Figure 307.1, R305, R307. Showers shall have a minimum dimension of 30"x 30" minimum clearance of 24" in front of the opening, and at least 6' 8" clearance above the shower floor or tub. A non-absorbent wall finish shall be provided to a height of not less than 6 feet above the shower floor. 11. CHIMNEYS & FIREPLACES. IRC Chapter 10. Factory -built chimneys and fireplaces shall be tested in accordance with UL 127, listed and labeled, and shall be installed and terminated in accordance with the manufacturer's installation instructions. Masonry or concrete fireplaces shall be constructed in accordance with IRC Chapter 1.0 and certified in accordance with Washington State Building Code Standard 31-2 and IBC 2114. 12. TIGHT -FITTING DOORS (FIREPLACE): IRC Section R1001.7.1. Solid fuel burning appliances and :fireplaces shall be provided with tight -fitting glass or metal doors, or a flue draft induction fan or as approved for minimizing back -drafting. An outside source of combustion air shall be ducted to the firebox with ducts at least 6 square inches. 13. FIREPLACE -H - EARTH EXTENSION: IRC Section 1001.10. An aproved noncombustible hearth must extend at least 16" from the front of, and at least 8" beyond each side of the fireplace opening. Where the fireplace opening is 6 square feet or larger, the hearth extension shall extend at least 20" in front of, and at least 12" beyond each side of the fireplace opening. 14. CLEARANCE TO COMBUSTIBLES;IRC Section 1003.18, 1001.11. When masonry chimneys are built within a structure, a 2" clearance to combustible material is required. When a chimney is placed on the exterior of the structure, a 1" clearance is allowed. Combustible material shall not be placed within 6" of fireplace opening. No combustible material placed within 12" of .the fireplace opening (such as mantles or decorative fireplace surrounds) shall project more than 1/8" of each 1" clearance from -the opening. See IRC Chapter 10 for additional requirements. 15. COMBUSTION=AIR: IRC Section M1701.1. Solid -fuel - .burning IIS q�or burning appliances shall lie ,provided with combustion air in accordance. with 'the appliance manufacturer's installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The requirements for combustion and dilution air for gas-fired -appliances- shall be in 'accordance with Chapter 24: Fireplaces' shall comply with Section 1001. 16. AP, PL_IAiNCE LOCATIONS: IRC Section G2406.2. Fuel burning appliances shall not be installed in a sleeping room, bathroom, toilet room, or closet. Exception: direct vent appliances (see IRC Section G2406.2 for additional exceptions). 17. PROTECTION OF APPLIANCES: IRC Section M1307.3. ON located in a garage or carport or any other location subject to vehicle damage shall be protected by approved barriers. Appliances having an ignition source shall be elevated so that the source of ignition is at least 18" above the floor in garages and in any room that opens to the garage. Appliances designed to be fixed in position shall be fastened or anchored in an approved method. 18. WATER HEATER: IRC Section M1307.2; UPC 508.2, 508.4, 608.5; WSEC Section 504.2.1. Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the appliance and shall be at least 4" away from the controls: Where water heaters are installed in locations where leakage of the tank or connections can cause damage, a watertight pan of corrosion -resistant materials. shall be installed beneath the water heater with a minimum %" diameter drain to an approved location. Temperature and pressure relief valves shall be drained to outside, except that replacement water heaters shall only be required to provide a drain pointing downward from the relief valve to extend between 2' and 6" from the floor with no additional floor. drain. Drain may not be trapped and must terminate CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 4 no more than 2' or less than 6" from the ground and 24. shall not be threaded.. All electric hot water heaters ` shall be placed on an R-10 pad when located in an unheated space or on a concrete floor. A thermal expansion (compression) tank shall be installed on water heater tanks. 1.9. L.P.G. (PROPANE) ._APPLIANCES: IFGC Section 303.2 and 303.3 prohibits appliances from being installed in a hazardous location, which is any location considered to be a fire hazard for flammable vapors, dust, combustible fibers or other highly combustible substances. L.P.G. (heavier than air) containers shall not be installed in a basement, cellar, pit, under -floor space, below grade or similar location where heavier- than-air gas might collect. L.P.G. tanks shall be installed in accordance with NFPA 58 and Chapter 38 of the 2009 International Fire Code. L.P.G. standard shall be NFPA 58. TypicaI LPG Tank Setbacks L.P.G. Tank Size (ga equire e a rom "511aings and property lines < 125 zero, with conditions' 125 to 500 10 feet 500 to 2000 25 feet 'Minimum 5 feet to property lines; building openings; sources of ignition; ventilation air intakes; openings into direct -vent appliances. 20. MANUFACTURER'S SPECS: IRC M1307.1. The manufacturer's operating and installation instructions shall remain attached to the appliance until final inspection. 21. BACKFLOW PREVENTORS: UPC Section 603.4.7. Potable water outlets with hose attachments other than water heater drains and clothes washer connections shall be protected by a listed non -removable hose bibb type backflow preventer, or atmospheric vacuum breaker. All cross connections between potable water sources and other systems, such as landscape irrigation systems, hydronic-radiant heating systems, swimming pools, etc. shall be equipped with backflow preventers in accordance with UPC Section 603. 22. TRAP PRIMERS: UPC Section 1007. Floor drains or similar traps connected to the drainage system and subject to infrequent use shall be protected with a trap seal primer, except where it's deemed not necessary for safety or sanitation by either the Building Dept. or the Water Dept. Trap seal primers shall be accessible for maintenance. 23. GARAGE/DWELLING DOOR, IRC Section R302.5.1. Openings from a private garage directly into a room used for sleeping purposes shall not be permitted. Other openings between the garage and residence shall be equipped with solid wood doors not less that 1-3/8 inches in thickness, solid or honeycomb core steel doors not less than 1-3/8 inches thick, or 20 -minute fire -rated doors. GARAGE/DWELLING SEPARATION, GARAGE FLOOR: IRC Section R302.5, R309.1 The garage shall be separated from the residence and its attic area by not less than %Z" gypsum board applied to the garage side, including garages located less than 3' from a dwelling unit on the same lot. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 5/8" Type X gypsum board. Structural members supporting the horizontal separation shall be protected by minimum %Z' gypsum board (this includes all bearing walls, posts, columns, etc.). Ducts in the garage and ducts penetrating the walls or ceilings separating the dwelling from the garage shall be constructed of a minimum No.26 gage sheet steel or other approved material and shall have no openings in the garage. Openings around vents, pipes, ducts, cables, and wires shall be fireblocked with an approved material to resist the passage of flame and products of combustion. The garage floor shall beof concrete or other approved noncombustible material, and shall be sloped to facilitate the movement of liquids to a drain or toward the main vehicle entry doorway, A carport (open on at least 2 sides) may have a floor surface of asphalt. 25. SEPARATION BETWEEN DWELLING UNITS: IRC Section R302.3, R302.2. Walls and floors separating dwelling units in two-family dwellings shall not be less than 1 -hr fire -resistance construction when tested in accordance with ASTM E 119 or UL 263. Fire- resistant -rated floor -ceiling and wall assemblies shall extend to and be tight against the exterior walls, and wall assemblies shall extend from the foundation to the underside of the roof sheathing. Wall assemblies need not extend through attic spaces when the ceiling is protected by 5/8" Type X gypsum board, an attic draft stop is provided above and along the wall assembly, and the structural frame supporting the ceiling is protected 'by not less than %" gypsum board. Townhouses shall be separated by either a 1 -hour fire - resistance -rated wall assembly at each townhouse, or a common 2 -hour fire -resistance -rated wall assembly between townhouses, with no plumbing, ducts, or vents in the cavity, tested in accordance with E119 or UL 263. See R302 for details of fire -resistant -rated construction. 26. FIRE -RESISTANCE OF EXTERIOR WALLS: IRC Section R302.1 Table R302.1. 1 -hr fire -resistive construction is required within 5 feet of property lines. Openings are not permitted at less than 3' and are limited between 3' and 5'. Projections are allowed to be protected with 1 -hour fire -resistance rated construction on the underside when the projection is between 2' and 5' from the property line. Unprotected, detached garages shall be at least 3 feet away from other residential or accessory buildings. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 27. FLOOQR A� EA IRC Section R304. Dwelling units shall have at least one habitable room with not less than 120 square feet of floor area. Other habitable rooms except kitchens shall have an area of not less than 70 square feet with a minimum dimension of 7' 32 in one direction. 28. MINIMUM_ Cgl6lNG .HEIGHTS:. IRC Section R305.1. Habitable spaces shall have a ceiling height of not less than 7 feet. Beams and girders spaced not less than 4 feet on center may project not more than 6 inches below the required ceiling height. Ceilings in basements without habitable spaces may have a ceiling, height .of 6'-8" with beams proJecting to within 64" of the finished floor: Bathrooms shall have minimum ceiling height of 6'-8" at the front clearance areas of fixtures. 29. ATr'TI ACCESS, IRC Section R807.1. Attics which exceed 30 square feet and have a vertical height of 30" or more as measured from the top of the ceiling framing member to the underside of the roof' framing members` must. be provided with an access opening of not less'than 22" x 30" and located in a hallway, corridor, or readily accessible location. When the access is located in the ceiling, minimum unobstructed headroom in the attic space shall be 30" at some point above the access measured vertically from the bottom of the ceiling framing members. Attics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance and.with an opening with a minimum dimension of 20" by 30" and maximum passageway of 20' long measured from the opening to the appliance. See M1305.1.3 for additional details. 30. DOORS & EXITS: IRC Section R311.2. At least one egress door shall be provided in each dwelling unit. The egress door shall be side - hinged, with a minimum clear width of 32" when measured between the face of the door and the stop (usually a 36" door) and clear height of 78", and that can be opened without the use of a key, tool or special knowledge. 31. LANDINGS: IRC Section R311.3. There shall be a floor or landing on each side of exterior doors with dimensions of at least 36" measured in the direction of travel,_and at_least_th_e_width–of th_e_door serve_d._ The floor or landing shall be not more than 1.5`' lower than the threshold of the doorway, except doors may have the landing up to 7 %" below the level of the threshold provided the door does not swing over the landing (except that screen and storm doors may); OR, a landing is not required if the door is 'not the main exit and there are two or fewer risers,.An interior door may open at the top of a flight of stairs provided the door does not swing over the top step. 33 Exterior balconies may have a landing less than 36" when the balcony is less than 60 s.f. and only accessible from a door. Exterior landings may have a slope not to exceed 2% (1" in 48"). GUARDS: IRC Section R312. Porches, balconies or raised floor surfaces located more than 30" above the floor or grade below shall have guards not less than 36" in height, including areas enclosed with insect screening, except where guards are required at the open side of stairs, the height may be reduced to 34" above the stair nosings. Guardrails shall be designed such that a sphere 4" in diameter cannot pass through, except the triangular opening between a riser, tread and the bottom rail of the guard may be of such size that a sphere 6" cannot pass through. HAND aS IRC Section R311.7.7 & 311.8.3. All stairways with 4 or more risers and ramps with exceeding a slope. of 1:12 (8,33%) shall have at least one; hand rail. .Such handrails shall be placed not less than 34" or 'more .than 38". above the nosing of the treads. HandrailS.for stairways.shall be continuous for the full length of the flight from a point directly above the top riser to a point directly above the lowest riser of the flight or the- full length of a ramp: The handgrip portion of the handrail shall not be less than 1-1/4" or more than 2-1/4" (maximum 2" if circular) in cross- sectional dimension, and,shall be of �a "grippable" shape. (see Page 27 for andrails) There shall be a space of not less than 1-1/2" between the wall and the handrail; however, the handrail shall not project more than 4-1/2" into the required stair width. Handrail ends shall be returned or shall terminate in a newel post or safety terminals. 34. STAIRWAYS: IRC Section 8311.7. Private dwelling stairways shall not be less than 36" in width and shall have a headroom clearance of not less than 6 feet 8 inches measured vertically from the sloped plane adjoining the tread nosings, or landing surfaces. (See Item 39 for spiral stairways.) 35. STAIR RISE & .RUN:. IRC Section R311.7.4. Maximum riser height shall be 7-3/4 inches and the minimum tread depth shall be 10 inches. The greatest riser height may not exceed the smallest by more than 3/8 inch. The radius curvature at the leading edge of the tread shall be no greater than 9/16 inch. A nosing not less than % inch but not more than 1-% inches shall_be_pr_oxided_on_stairways_with_solid_risbra. The— greatest nosing projection shall not exceed the smallest nosing projection by more than 3/8 inch between two stories, including the nosing at the level of floors and landings. Exception: A nosing is not required'where the tread depth is a minimum of 11 inches. Open risers are permitted, provided that the opening between treads does not permit the passage of a 4 -inch diameter sphere. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 6 36. STAIRWAY ILLUMINATION R311.7.8, R303.6.1. 41. MIN. CONCRETE FOOTING REINFORCEMENT; IRC All interior and exterior stairways shall be provided Section 403.1.3. At least two #4 bars are required for with a means to illuminate the stairs, including the all continuous concrete footings. As a minimum landings and treads. Interior stairways shall be standard, see Prescriptive Foundation Requirements provided with a light located in the immediate on Page 19. (Vertical bars shall be tied in place at vicinity of each landing of the stairway that the time of the footing inspection. Wet setting of provides at least 1 foot candle of illumination vertical bars will not be approved.) measured at the center of treads and landings. A wall switch shall be provided at each floor level 42. MIN. CONCRETE FOUNDATION WALL SIZE: IRC where the stairway has six or more risers. Exterior Section 404.1.4.2, Walls that exceed 8 feet in height or stairways shall be provided with an artificial light have more than 4 feet of unbalanced fill and no source located in the immediate vicinity of the top permanent lateral support at the top of the wall, must landing of the stairway. Exterior stairways be designed, signed and sealed by a Licensed providing access to a basement from the outside Washington State Design Professional. grade level shall be provided with an artificial light 43. MIN CONCRETE FOUNDATION REINFORCE -MENTI source located in the immediate vicinity of the IRC Section R404. Steel reinforcement shall have bottom landing of the stairway. The illumination of minimum yield strength of 60,000 psi (Grade 60). As exterior stairways shall be controlled from inside a minimum standard, see Prescriptive Foundation the dwelling unit. Requirements on Page 19. 37. USABLE SPACE UNDER STAIRS: IRC Section 44. MINIMUM FOOTING DEPTH: IRC Section R403.1.4. 8302.7. The walls and soffits of enclosed usable All exterior footings shall be placed at least 12" below space under stairs shall be protected on the the undisturbed ground. Interior footings supporting enclosed side by not less than 1 layer of Y2" gypsum bearing or bracing walls and cast monolithically with a board. slab on grade shall extend to a depth of not less than 38. WINDING STAIRWAYS: IRC Section R311.7.4.2 12" below the top of slab. Winding stairways shalt have minimum tread depth 45. SLAB ON GRADE FLOOR: IRC R403.1.3.2 IRC of 6" and a minimum tread depth of 10" measured 8309.1. Foundations must extend at least 6" above between the vertical planes of the foremost finish grade. Monolithic foundations shall have foot - projection of adjacent treads at the intersections with ings at least 12" wide, be at least 12" below grade, the walkline. extend at least 6" above finish grade, and shall have at 39. SPIRAL STAIRWAYS: IRC Section R311.7.9.1. least two #4 bars at the bottom of the footing and one Spiral stairs must provide a clear walking area #4 bar located within 7 inches of the top of the slab. measuring at least 26" from the outer edge of the See Page 19, Foundation Requirements, for additional supporting column to the inner edge of the handrail. information. Garage or carport floor surfaces shall be The tread run must be at least 7 %" at the point 12" sloped to a drain or toward the main vehicle entry from where the tread is the narrowest. The rise must doorway. be sufficient to provide 6'-6" headroom, and each 46. FOUNDATION ANCHORAGE: IRC Section R403.1.6 riser shall not exceed 9 Y inches. & R602.11.1. Anchor bolts shall be not less than %Z' diameter, embedded at least 7", and spaced no more STRUCTURAL than 6' apart. (4' if over 2 stories). There shall be a minimum of 2 bolts per piece (sill plate), with a bolt located within 12" of each end of each piece. 3" x 3" x 40. MIN. CONCRETE FOOTING SIZE: IRC Section 0.229" thick hot dipped galvanized plate washers, and 8403.1, R403.1.3. nuts shall be tightened on each bolt to the plate. If • Supporting 1 floor: minimum 6" by 12". foundation anchor straps are used instead of anchor • Supporting 2 floors: minimum 6"x 15". bolts, they shall be spaced no more than 4' apart (3' if • Supporting 3 floors: minimum 8" x 23". over 2 stories). All exterior walls shall be supported on continuous 47. DAMP-PROOF FOUNDATION WALLS: IRC Section footings or other approved structural systems of sufficient design to accommodate all loads and to R406 Exterior foundation walls that retain earth and transmit the resulting loads to the supporting soil enclose habitable or usable spaces located below grade shall be dampproofed in accordance with IRC within the limitations determined from the R406.1 or waterproofed in accordance with IRC 406.2, characteristics of the soil. Footings shall be from the top of the footing to the finished grade by supported on undisturbed natural soil or engineered approved methods and materials. All joints in fill. As a minimum standard, see Prescriptive Foundation Requirements, on Page 19. membrane waterproofing shall be lapped and sealed • with an adhesive compatible with the membrane. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 7 48. PSI R. PADS & COLUMNS: IRC Section R407.3. Concrete pier footings shall have a depth to width ratio not to exceed 2:1, or, shall have #4 bars located each direction spaced not more than 12" on center. (Rebar must be in place upon inspection.) Positive connections shall be provided to prevent lateral displacement at both the top and bottom of columns. 49. FOOTIbIG/PIER SETBACK FROM SLOPE: IRC Section R403.1.7 The placement of buildings and structures on or adjacent to slopes steeper than 1 unit vertical in 3 units horizontal (33.3%) slope shall conform to Sections R403:1:7.1 through R403.1.7.4. (See- also IRC Figure R403.1.7.1) Footings must be embedded in material sufficient to provide vertical and lateral .support for the footing without detrimental settlement. 50. CHIMN[Y — .OUNDATION;. IRC Section R1001.2 and R1003 Masonry(chimneys shall be supported on foundations of solid masonry or concrete at least 12 inches :thick, at least 6 inches beyond, each. side of the exteriordimensions of the chimney, be., at least 12".beiow grade, and on natural undisturbed earth or engineered fill. Reinforcement shall conform to the requirements set, forth .in Table 81003:2 and IRC Figure R1001.1. 51. FOUNDATION VENTILATION:, . IRC, -Section R408.2. Minimum net area O Ventilation openings shall not be less than 1 square foot for each 300 square feet of. under -floor. space area. One such ventilating opening shall be within 3 feet of .each corner of the building except one side of the building is permitted-- -to---have no ventilation openings. Ventilation openings shall be covered for their height and width with materials identified in IRC R408.2 such that the openings are not larger than % inch. 52. PROTECTION AGAINST DECAY, IRC Section R317.1, R317.3.1. All wood in contact with the ground that supports permanent structures intended for human occupancy shall be approved pressure preservative treated wood suitable for ground contact use and treated in accordance with AWPA U1. All wood framing members that rest on concrete or masonry foundation walls shall be treated wood or decay -resistant heartwood of redwood, black locust, or cedars. Cut ends of pressure -treated wood shall be treated in accordance with AWPA M4. (Note: All fasteners used in pressure treated lumber [sills, joists to sill, rim joist to sill, etc.] shall be hot dipped galvanized, stainless steel, silicon bronze or copper.) 53. POSTS, POLES AND COLUMNS: IRC Section 8317.1.2, R317.1.4. Columns and posts supporting permanent structures that are embedded in concrete or in direct contact with the ground or embedded in concrete exposed to the weather shall be approved pressure treated wood suitable for ground contact use. Posts or columns which are exposed to weather, or are located in basements or cellars, shall be supported by piers or metal pedestals projecting 1 inch above the floor (and 6" above exposed earth) and shall be separated by an approved impervious moisture barrier, or must be of pressure treated wood, or wood of natural resistance to decay. Posts or columns in enclosed crawl spaces located within the periphery of the building, supported by concrete piers or metal pedestals shall be greater than 8 inches from exposed ground and must be separated by a moisture barrier or be of pressure treated wood. 54. GIRDERS ENTERING MASONRY OB CONS CRETE fib,,; IRC Section R317.1(4) Ends of wood girders entering, concrete Or masonry walls must have a minimum clearance of'/ inch on tops, sides and ends, or shall be ..of an approved species. and , grade of lumber pressure treated or decay resistant heartwood of redwood, black locust, black walnut or cedars. 55. POST -BEAM ! NNEQTIQ,NS/FASTENING IRC R301,. 8407.3,. R502 9:.`1Nhere posts and"'beam or girder. construction is used to support framing, positive connections shall be provided to ensure against uplift and lateral displacement. The construction of buildings and structures shall result in a system that provides a complete load path capable of transferring . all loads from their point of origin through the load resisting elements to the foundation. 56. SPECIFY WOOD. SPECIES > GRADES: IRC Sections R502.1, R602.1 Load-bearing . dimension lumber for joists, beams, girders, studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, for wood locally milled, a certificate of inspection issued by a lumber grading or inspection agency meeting- the requirements of this section may be accepted. 57. FLOOR FRAMING: IRC Sections R502.3, R502.6, R502.6.1, R502.7 The ends of each joist, beam or girder shall have not less than 1-1/2" of bearing on wood or metal or not less than 3" on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a minimum of 3 inches and shall be nailed. together with a minimum three 10d face nails. Joists shall be supported laterally at each end and at each intermediate support by full -depth solid blocking not less than 2" nominal thickness; or by attachment to a header, band, or rim joist; or shall be otherwise provided with lateral support to prevent rotation. See IRC Tables R502.3.1(1) & (2) for floor joist spans, R502.5(1) & (2) for girder spans, and R502.3.3 (1) & (2) for cantilever spans. A load path for lateral forces shall be provided between floor framing and braced wall panels located above or below a floor. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 58. BEARING PARTITIONS: IRC Section 502.4. Joists under parallel bearing partitions shall be of adequate size (as a beam) to support the load. Double joists, sized to adequately support the load, that are separated to permit the installation of piping or vents shall be full -depth, solid -blocked with lumber not less than 2 inches in nominal thickness spaced not more than 4 feet on center. Bearing partitions perpendicular to joists shall not be offset from supporting girders, walls or partitions more than the joist depth unless such joists are of sufficient size to carry the additional load(s). 59. UNDER -FLOOR CLEARANCE: IRC Section 317.1. When floor joists or the bottom of a wood structural floor are located within 18" or wood girders are located within 12" to the exposed ground in crawl spaces or unexcavated area located within the periphery of the building foundation, all components of the floor assembly shall be pressure treated wood or wood of natural resistance to decay, including all posts, beams or girders, joists and sub -floor. The under -floor grade shall be cleaned of all vegetation and organic material. All wood forms used for placing concrete and construction materials shall be removed before the building is occupied 60. UNDER -FLOOR ACCESS: IRC Section 408.4. Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18" x 24". Openings through a perimeter wall shall be at least 16" x 24". When any portion of the through wall access is below grade, an areaway of not less than 16" x 24" shall be provided. The bottom of the areaway shall be below the threshold of the access opening. Through wall access openings shall not be located under a door to the residence. Underfloor spaces containing appliances shall be provided with an unobstructed passageway large enough to remove the largest appliance but not less than 30" high by 22" wide, nor more than 20' long from the opening to the appliance. A level service space of at least 30" by 30" shall be provided at the front or service side of the appliance. See M1305.1.4 for details of mechanical equipment access. 61. WALL FRAMING: IRC Sections 602.3.1, 602.3.2, 602.3.3, 602.3.4, 602.6 & 602.9. Studs shall be a minimum No. 3, standard or stud grade lumber, except that utility studs may be used for bearing studs not supporting a floor above or nonbearing studs. Utility grade studs shall not be spaced more than 16" on center, support more than a roof and ceiling, or exceed 8' in height for exterior and load bearing walls. The size, height, and spacing of all other wood -framing studs shall be in accordance with Table R602.3(5). (Maximum 10 feet in Seismic Design Category D2.) Studs shall be placed with their wide dimension perpendicular to the wall. Wood stud walls shall be capped with a double top plate installed to provide overlapping at corners and intersections with bearing partitions. End joints shall be offset at least 24". Studs shall have full bearing on a nominal 2" or larger plate or sill having a width at least equal to the width of the studs. Where joists, trusses, or rafters are spaced more than 16" o.c. and the bearing studs are spaced 24" o.c. such members shall bear within 5" of the studs beneath. Cuttina and notching: May not exceed 25% of the stud width in bearing or exterior walls and may not exceed 40% of a single stud width in non-bearing partitions. Bored or drilled holes: The diameter of the resulting hole may not exceed 40% of the stud width, can be no closer, than 5/8" to the edge of the stud, and may not be located in the same section as a cut or notch. See IRC Section R602.6 for exceptions. See IRC Figures R602.6(1), R602.6.2(2), and R602.6.1 for additional details. Foundation Crioole walls. IRC Section R602.9: Foundation cripple walls shall be framed of studs not less in size than the studding above. When exceeding 4'-0" in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls with a stud height less than 14" shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1) or the cripple walls shall beconstructed of solid blocking. Cripple walls in Seismic Design Category D2 shall be supported on continuous foundations. 62. WALL BRACING: IRC Section 602.10. All braced walls and cripple wall bracing in Seismic Design Category D2 shall be constructed in accordance with IRC Table R602.10.1.2(1), (2), and (3) and Sections R602.10 and R602.11. Typically braced wall panels require nailing patterns of 6" o.c. along all panel edges. All sheathing joints must be over studs (vertically) or solid blocking (horizontally). • Braced wall panels shall begin no more than 8' 0" from each end of a braced wall line. If the braced wall panel is not located at the corner, then a 24" panel is required at the corner (in addition to the 4' BWP within 8') or, a hold down device is required at the end of -the braced wall panel end nearest the corner. • Spacing of interior braced wall lines shall not exceed 25 feet apart (except to accommodate up to one room up to 900 square feet, an increase to 35' is allowed — adjustment factors will apply, See IRC R602.10.1.5). • Braced wall lines may have offsets, out of plane of up to 4'0". • In one-story buildings, braced wall panels shall be supported on continuous foundations at intervals not exceeding 50 feet. In two- story buildings all interior braced wall panels shall be supported on CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 9 continuous foundations. (See exceptions in IRC Section R602.10.7.1.) • Interior braced wall panels shall be fastened to both the floor and roof framing in accordance with Table R602.3(1) (typically 3-16d @ 16" o.c.) • Cripple walls shall be braced as braced wall panels in accordance with IRC R602:10.9.1 and Tables R602.10.1.2(1) and (2). A cripple wall greater than 4' shall be designated as the first story wall for purposes of -designating the wall bracing requirements (R602.10.7.1). • Where "stepped foundations" occur, See IRC Section R602.11.2.,for additional 'requirements such as plate strapping, cripple wall height limitations, etc. • See the attached "Braced . Wall PaneP' and "Alternate Braced Wall PaneP' details, for typical construction requirements. 63. OPENINGS JN E2M_- I0R J,� KIC3I011 : WiALLS jF „ g ;IRC Section` R602.7, ; Headers shall be 'provided.: over!.; -each :;opening im interior :and .exterior bearing. walls:.. Headers shall be : sized to support the , toad :-above in accordance with IRC Tables R502..5(1) and .R502,5(2), or as designed to -support the loads as specified in IRC Table. 11301.5. Alternately, .wood structural box headers may be used in accordance with IRC Section R602.7.1, Table R602.7.2 and Figure R602.7.2. Each end of all headers shall have at least 1.5" of full -width bearing. 64. FIRE -BLOCKS & DRAFT -STOPS: IRC Sections R602.8, R502.12. Firebocking "& Draftstopping shall be installed to cut off all concealed vertical and horizontal draft openings and shall form an effective fire barrier between stories and between a top story and the roof space. Fireblocking shall be provided in concealed spaces of wood stud walls and partitions: vertically at the ceiling and floor levels; horizontally at intervals not exceeding 10 feet; and at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings, as well as stair stringers at the top and bottom of the run and openings around vents, pipes and ducts at ceiling and floor levels. Fireblocking materials shall consist of materials listed in IRC Section R602.8.1. Loose -fill insulation material shall not be used as a fireblock unless specifically tested in the form and manner intended. Fireplocking of chimneys and fireplaces shall be in accordance with IRC Section R1001.16. When there is usable space both above and below a concealed - space of a floor/ceiling assembly, draftstops shall be installed so that the area of the concealed space does not exceed 1000, square feet. Draftstopping materials shall consist ' of materials listed in Section R502.12.1. All fireblocking and draftstopping shall be in place prior to requesting• a framing inspection. 65. SIDING TYPE IRC Section R703.3, R703.4, R703.5, R703.8,. R703.9, R703.10, Table R703.4. Exterior wall coverings shall .be installed, attached and. flashed in accordance with the provisions of IRC. Section R703 and the siding manufacturer's installation instructions. Please note that masonry.. wall coverings exceeding 3" in thickness require an engineered design in Seismic Design. Category Dz (all of Kitsap County). See #67 66. WEATHER RESISTIVE BARRIER: IRC ' Sections R701.2, R703 2, 8703 4::R703 8, R703.9:1. Products sensitive to adyerse;weather shall not`be installed until adequate:;weather protection for -the installation is provided....Exterior.. sheathing shall be o4iry. before applying; .exterior cover. The exterior wall.,;envelope shall. be designed, and constructed to: provide a water- resistant barrier behind .the:..@xterior veneer. , Asphalt - Saturated.. felt: or' other; approved. weather. resistant material -such as housewrap; shall be, applied over the sheathing --:of all,: exterior; walls, .except ;where, panel siding with shiplap joints or other approved weather resistive. methods :are used. ,Such felt or housewrap material shall be applied ,horizontally, with; the upper layer lapped over the lower layer not less than 2". Approved corrosion -resistive flashing shall be provided in all exterior walls in such a manner as to prevent entry of water into the wall or the building structural framing components. The flashing shall extend to the surface of the exterior wall finish and shall be installed to 'prevent water from reentering the exterior wall envelope. Approved corrosion -resistant flashings shall be installed at exterior window and door openings; at the intersection of chimneys or other masonry construction, with frame or stucco walls, with projecting lips on both sides under stucco copings; under and at the ends of 'masonry, wood or metal copings and sills; continuously above all projecting wood trim; where exterior- porches, decks or stairs attach to a wall or floor assembly of wood -frame construction; at wall and roof intersections; and at built-in gutters. 67. ANCHORED STONE AND MASONRY VENEER; IRC Section R301.2.2.3.2. **** ENGINEERING REQUIRED _ **`* Buildings with anchored stone and masonry veneer shall be designed' in accordance with accepted engineering practice except where the masonry veneer has a maximum actual thickness of 3 inches as permitted within the limitations of IRC Section R703.7, Exception 2. 68. SIDING/EARTH SEPARATION: IRC Section R317. Wood siding, sheathing and wall framing on the exterior of the building used within 6" of earth shall be pressure treated wood or wood of natural resistance to decay as identified in item #52 of this checklist. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 10 69. DECKS & EXTERIOR STAIRS: IRC Section R317, R502.2.2. Pressure treated wood shall be used for those portions of exposed wood members and members subject to wind driven rain, such as within a covered porch, that form the structural supports of buildings, balconies, porches or similar appurtenances, including all joists, beams, girders, decking and posts, poles and columns. Treatment must be applied by manufacturer, see item #52 of this check -list. Ledger boards fastened to a wall shall be properly flashed and positively connected. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. 70. WOOD TRUSSES: IRC Section R502.11, R802.10. Wood trusses shall be designed in accordance with approved engineering practice. Engineering data and installation specifications, including the type of roofing to be used, shall be available on site at framing inspection. Trusses shall be supported laterally at points of bearing by solid blocking to prevent rotation and lateral displacement, and braced in accordance with the individual truss design drawings. Truss members shall not be cut, notched, drilled, spliced or otherwise altered in any way without the specific approval of a registered design professional (structural calculations required). Alterations resulting in the addition of load (e.g., HVAC equipment, water heaters, etc.) that exceed the design load shall not be permitted without specific engineering justifying the design. 71. RAFTERS, IRC Section R802.3, R802.8 Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. The ridge board shall be at least 1" nominal thickness, and all valley or hip rafters shall be at least 2" nominal thickness. Rafter ties shall be placed not more than 4' on center. See IRC Tables 802.5.1(1) through 802.5.1(8) for allowable spans. When the depth—to-thickness ratio exceeds 5 to 1 the roof rafters and ceiling joists shall be provided lateral support at points of bearing to prevent rotation. 72. RAFTER OPENINGS: IRC Section R802.9. When the header joist span does not exceed 4', the header joist may be a single member the same size as the ceiling joist or rafter. Single trimmer joists may be used to carry a single header joist that is located within 3' of the trimmer joist bearing. Trimmer and header rafters shall be doubled and of sufficient size to support all loads when the span of the header exceeds 4'. Approved hangers shall be used when the span exceeds 6'. Tail joists over 12' long shall be supported at the header by framing anchors or on ledger strips not less than 2" x 2". 73. CEILING JOISTS: IRC Sections R802.4, R802.8, and R802.8.1 Ceiling joist spans shall be in accordance with IRC Tables R802.4(1) and R802.4(2) or specifically designed for applied loads. Rafters and ceiling joists having a depth—to-thickness ratio exceeding 5 to 1 shall be provided with lateral support at points of bearing to prevent rotation. Rafters and ceiling joists having a depth -to -thickness ratio exceeding 6 to 1 shall be supported laterally by solid blocking, diagonal bridging (wood or metal) or continuous 1" x 3" wood strip nailed across the rafter ceiling joists at intervals not exceeding 8'. 74. ROOF SHEATHING: IRC Section R803. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1 Spaced lumber sheathing ("skip sheathing") is prohibited in Seismic Design Category DZ. Wood structural panels shall be identified by grade mark or certificate of inspection issued by an approved agency and shall comply with the grades and spans specified in Table R503.2.1.1(1). 75. ROOF DRAINAGE & COVERING IRC Section R801.3, R903, R904, R905. All structures shall have a controlled method of water collection and disposal from roofs (typically gutters). Water shall discharge to an approved drainage system or to splash blocks where a drainage system is not required. Roofs that do not drain over edges shall have roof drains installed at the low point of the roof as well as overflow drains. See IRC R903.4. Roof slope shall be indicated on the plans and selected roof covering must be appropriate for the roof pitch. Roof coverings must be installed in accordance with the manufacturer's installation instructions. Flashing shall be installed at wall & roof intersections, at changes in roof slope or direction, and around roof openings. Where flashing is metal, the metal shall be corrosion- resistant with a minimum thickness of 0.019 inch (No. 26 galvanized sheet). Roof dead loads are limited to a maximum of 15 pounds per square foot unless the additional bracing provisions of R301.2.2.2.1 are provided. 76. ATTIC VENTILATION: IRC Section R806. Enclosed attics and rafter spaces shall have cross ventilation. For each separate space, the total net free ventilating area shall not be less than 1 to 150 of the area of the space ventilated, the total area is permitted to be reduced to 1 to 300, provided at least 50% and not more than 80% of the required ventilating area is located in the upper portion of the space to be ventilated at least 3' above eave or cornice vents with the balance of the required ventilation provided by eave or cornice vents. Vent openings shall be provided with corrosion resistant wire mesh with 1/8" minimum to %" maximum openings. A minimum of 1 -inch CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 11 airspace must be maintained between the insulation and the roof sheathing at the locations of the vents. 77. CHI MNEY HES, IGHT: IRC R1003.9, R1003.20. Chimneys shall extend at least 2' higher than any portion of a building within 10', but shall not be less than 3' above the highest point where the chimney passes through the roof. Chimneys shall be provided with crickets when the dimension parallel to the ridgeline is greater than 30" and does not intersect the ridgeline. The cricket and chimney shall be guilt &flashed according to Figure R1003.20 and Table R1003.20. GENERAL 78: P3E V" d1 ,ES IDEhjTIFICC TION IRC Section R319.1. Addresses shall `be provided. in such a position as to be plainly visible and legible from the street. or road fronting the property.; Numerals shall be: at least 4" high with %Z""stroke and be conspicuously displayed on' a contrasting background. If the ,building is not clearly visible from a named way of travel, the numerical , designation . (address) .. shall also be displayed near the main entrance to the property as well as at the driveway entrance that leads to the building. Property addresses shall be posted prior to requesting any inspections. . . 79. APPROVED PLANS: IRC Sections R105.7, R106.3.1; R106.4. When the building official issues a permit, the construction documents shall be approved in writing or by stamp. Work shall be done in accordance with the approved construction documents, any changes made during construction shall be resubmitted for approval. The building Permit, inspection card, and 1 set of approved construction documents must remain on the job site at all times until the completion of the project. . 80. HEATING: IRC R303.8. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68° F at a point 3' above the floor and 2' from exterior walls in all habitable rooms. Primary heating sources in all new and substantially remodeled buildings in designated areas shall not be dependent upon wood stoves. No used solid fuel burning device. shall be installed in new or existing buildings ' unless such device is United States Environmental Protection Agency certified or a pellet stove either certified or exempt from certification` by the United States Environmental Protection Agency. 81. SKYL,� IGHTS: IRC 308.6. The following types of glazing may be used: 1) Laminated glass with a minimum .015" polyvinyl butyl interlayer for glass panes 16 sq. ft. or less in area located such that the highest point of the glass is not more than 12' above -a walking surface or other accessible area; for higher or larger sizes, the minimum interlayer thickness shall be .030". 2) Fully tempered glass. 3) Heat -strengthened glass. 4) Wired glass. 5) Approved rigid plastics. Skylights shall comply with Washington State Energy Code requirements and be provided with flashing appropriate for the skylight and the roof covering material. 82.INTER„ 0"R FIN SH IRC R302.9, R702.3.8,. R702.4.2, and R702.5. Wall and ceiling finishes shall. have a flame -spread classification of not greater than 200 and a smoke -developed :index of not greater than 450, except for trims, handrails, door and windowframes, and wallpaper.. When gypsum .is used as a base for the or wall panels . for. tub/shower ,enclosures, water- resistant gypsum conforming to ASTM C 1396,!C1178; or C1278 shall be used. ,Water resistant ,gypsum wallboard may not be used over a Class J..6r.11 vapor retarder in a shower or tub compartment; oron`ceilings where frame spacing -exceeds 12" onventer for %' or -16" for5/8" gypsum board; or where there will be direct exposure to water; "or in areas subject to coiitinuous high humidity. Fiber -cement; fiber -mat reinforced cement, -glass mat gypsum backers; or fiber -reinforced gypsum backers in. compliance with ASTM C 1288, C 1325, C 1178, or C 1278 and installed in accordance with manufacturers recommendations shall be used as backers for wall tile in tub & 'shower areas and wall panels in shower areas. Wood veneer paneling and hardboard paneling shall be placed on wood or cold - formed steel framing spaced not more than 16" on center. Wood veneer and hardboard paneling less than W nominal thickness shall have gypsum board backer at least 3/8" thick. Wood veneer paneling of at least Y4" nominal thickness shall conform to ANSI/HPVA HP -1, and hardboard paneling shall conform to CPA/ANSI Al 35.5. 83. GYPSUM WALLBOARD FASTENING: IRC R702.3.6 & Table R702.3.5.Screws. for attaching gypsum board to wood framing shall be type W or Type S in accordance with ASTM C 1002 and shall penetrate the wood not less than 5/8", and structural insulated panels at least 7/16". 0 3/8" minimum from edge and ends for nails or screws. Fastening (nails): 7" o.c. max. ceiling, 8" O.C. walls. Fastening (screws)- 12" o.c. ceiling, 16" o.c. walls when wall framing is 16" o.c., 12" when wall framing is 24" o.c. Footnote e, Table R702.3.5: Type X gypsum wallboard for garage ceilings beneath habitable rooms shall be installed perpendicular to the ceiling framing and shall be fastened at 6" o.c. by minimum 1-7/8" 6d coated nails or equivalent drywall screws. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 12 84. NUMBER OF BUILDING STORIES: IRC Sections R101.2, R202. In accordance with the scope of the 2009 International Residential Code, (IRC) any building that exceeds 3 stories, must be built in accordance with the 2009 International Building Code (IBC). A building story is that portion of a building included between the upper surface of a floor and the upper surface of the floor or roof next above. The first "Story Above Grade" is the first story having its finished floor surface entirely above grade, except that a basement shall be considered as a story above grade where the finished surface of the floor above the basement is: 1) More than 6' above grade plane; 2) More than 6' above the finished ground level for more than 50% of the total building perimeter; or, 3) More than 12' above the finished ground at any level. The number of stories is the sum of the first story above grade plane plus all of the stories above. 85. HEIGHT OF BUILDING I GRADE PLANE: IRC Section 202. The building height is the vertical distance from grade plane to the average height of the highest roof surface. The grade plane is a reference plane representing the average of the finished ground level adjoining the building at all exterior walls. Where the finished ground level slopes away from the exterior walls, (which is required) then the reference plane shall be established by the lowest points within the area between the building and the lot line, or, 6' from the building, whichever is less. See BMC Title 20 for height restrictions and measurement of height for certain areas or zones (Zoning Code). 86. RETAINING WALLS: IBC 1806.1, IRC R105.2, R404. Retaining walls that are not laterally supported at the top and that retain more than 24" of unbalanced fill shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. Retaining walls that do not exceed 4' in height, measured from the bottom of the footing to the top of the wall, and that do not support a surcharge (load above) are exempt from permit requirements, but must still be constructed properly and must conform with the City of Bremerton Zoning Code Setback requirements. A separate permit is required for construction of a retaining wall. MECHANICAL 90. EXHAUST FANS: IRC Section M1507: Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa, and other rooms where water vapor or cooking odor is produced. 91 92 The minimum source specific ventilation effective exhaust capacity shall not be less than levels specified in Table M1507.3. Source specific ventilation systems shall be controlled by manual switches, dehumidistats, timers, or other approved means. Source specific ventilation system controls shall be readily accessible. Source specific ventilation ducts shall terminate outside the building. Exhaust ducts shall be equipped with back -draft dampers. All exhaust ducts in unconditioned spaces shall be insulated to a minimum of R-4. Terminal elements shall have at least the equivalent net free area of the duct work. Terminal elements for exhaust fan duct systems shall be screened or otherwise protected from entry by leaves or other material. All fans shall provide the required flow when tested at 0.25 water gauge. Fans larger than the prescriptive sizes may be necessary to attain the required flow. Table M1507.3 Minimum Required Exhaust Rates WHOLE HOUSE FAN: IRC Section M1508. Each dwelling unit shall be equipped with a whole house ventilation system, which shall be capable of providing the volume of outdoor air specified in Table M1508.2. Fans located 4 feet or less from the interior grill shall have a sone rating of 1.5 or less measured at 0.10" water gauge. Table M1508.2 Minimum Ventilation Rates: (Continuously Ouerated Svstems)(cfm) Floor Area (ft) Laundry rooms or Bathrooms Kitchens Intermittents 50 cfm 100 cfm Operating 60 75 Continuous 1501-3000 45 Operation 20 cfm 25 cfm WHOLE HOUSE FAN: IRC Section M1508. Each dwelling unit shall be equipped with a whole house ventilation system, which shall be capable of providing the volume of outdoor air specified in Table M1508.2. Fans located 4 feet or less from the interior grill shall have a sone rating of 1.5 or less measured at 0.10" water gauge. Table M1508.2 Minimum Ventilation Rates: (Continuously Ouerated Svstems)(cfm) Floor Area (ft) 0-1 Number of Bedrooms 2-3 4-5 6-7 >7 <1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001 —4500 60 75 90 105 120 4501 —6000 75 90 105 120 135 6001 —7500 90 105 120 135__F1 5-0 >7500 105 L 120 135 150 165 WHOLE HOUSE VENTILATION SYSTEM CONTROLS: IRC Section M1508. All ventilation system. controls shall be readily accessible. Intermittently operated systems shall have a manual control, as well as an automatic control, such as a clock timer. The automatic control timer shall be set to operate the whole house fan system for at least 8 hours a day. A label shall be affixed to the control that reads "Whole House Ventilation (See Operating Instructions)." The installer shall provide the whole house ventilation system CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 13 manufacturer's . operation description and operating instructions. 93. VENTILATION DUCTS: IRC Section M1507.3.3, M1508.5.3, M1508.7.3. All ventilation exhaust ducts shall be sized in accordance with Table M1508.6.2 and shall terminate outside the building. Exhaust ducts shall be equipped with back draft dampers and shall be insulated to a minimum of R-4 where passing through an unconditioned space. Table M1508.6.2 Prescriptive Suppiv Fan Duct Sizing Supply fan Tested CFMat 0.40' w.q. V " I rat StFif©_�fivi _ 4 inch I` Pilmiffnitir 5. iah �®-SSA cfm S inch 6 int h 1150-300fn+ 6 Inch 7 inch 330-40C�cfm 71nch 8 inch 94. WINDOW R fiaLL, LPOR, 1;, IRC Section M1' 08.5 .5. Outdoor -air shall be distributed to each habitable room by individual outdoor air inlets. Individual room outdoor air inlets shall have a controllable and secure opening and be capable of a total opening area of not less than 4 square inches. Outdoor air inlets shall be located so as not to take air from within 10 feet of a plumbing vent opening, or an appliance vent outlet, or where it will pick up objectionable odors, fumes or flammable vapors. 95. DISTRIBUTION: IRC M1508.4.5: Where outdoor air supplies (window or wall ports) are separated from fan locations by doors, adequate air flow shall be ensured by undercutting doors or installing grilles or transoms. Doors shall be undercut to a minimum of %" above the surface of the finished floor covering. 96. MAKE-UP THROUGH FURNACE: IRC M1508.5.1. Integrated forced -air ventilation systems shall distribute outdoor air to each habitable room through the forced -air system ducts. Integrated forced -air ventilation systems shall have an outdoor air inlet duct connecting a terminal element on the outside of the building to the return air plenum of the forced -air system, at a point within 4 feet upstream of the air handler. The outdoor air inlet duct connection to the return air stream shall be located upstream of the forced -air system blower and shall not be connected directly into a furnace cabinet to prevent thermal shock to the heat exchanger. The system will be equipped with a motorized damper connected to the automatic ventilation control. The required flow rate shall be verified by field testing with a flow hood or a flow measuring station. The whole house ventilation system shall be controlled by a 24-hour clock timer with the capability of continuous operation, manual and automatic control. This control will control the forced air system blower and the automatic damper. The 24-hour timer shall be readily accessible. The 24-hour timer shall be capable of operating the whole house ventilation system without energizing other energy - consuming appliances. At the time of final inspection, the automatic control timer shall be set to operate the whole house system for at least 8 hours a day. A label shall be affixed to the control that read& "Whole House Ventilation (see operating instructions)." 97. C.ONDENSATE..DISP.OSAL AND.DRAIN SYSTEMS: IRC Section M1411.3. Condensate from all cooling coils or evaporators shall be conveyed from the drain pan outlet to an approved place of disposal. Condensate shall not discharge into a street, alley or other areas where it would cause a nuisance. A secondary drain or auxiliary drain pan shall be required for each cooling or evaporator coil where damage to any building components will occur as a rest of overflow equipment drain pan or stoppage in the condensate drain piping. Piping shall maintain a minimum horizontal slope in the direction of discharge of not less than 1/8 unit vertical in 12 units horizontal (1% slope). 98. PRESCRIPTIVE HEATING SYSTEM SIZING: All equipment must now be sized using a recognized engineering practice. Typical sources include: • ASHRAE Handbook of Fundamentals • ACCA Manual J, 8t" Edition- Residential Load Calculation. • ACCA manual N- Commercial Load Calculation. • WSU has developed a spread sheet for WSEC Chapter 5 code qualification. The CP Worksheet is applicable for heating systems sizing of wood frame apartments with heating only equipment (no heat pumps or air - conditioners). Spreadsheet available at the website www.energy.wsu.edu/code. APPLIANCE ACCESS UNDERFLOOR: IRC Section M1305.1.4. Underfloor spaces contain- ing appliances shall be provided with an unob- structed passageway large enough to remove the largest appliance but not less than 30" high by 22" wide, nor more than 20' long from the opening to the appliance. A level service space of at least 30" by 30" shall be provided at the front or service side of the appliance. See M1305.1.4 for details of mechanical equipment access. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 14 ceiling is not more than 3 feet in 12 and there is at ENERGY CO®E least 30 inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. (2009 100. FOUNDATION INSULATION: WSEC Sections WSEC) Baffles shall be rigid material, resistant to wind 502.1.4.8, 502.1.4.9, 502.1.4.10, Table 6-1. Slab -on- driven moisture. Enclosed attics and enclosed rafter grade insulation, at least R-10 installed inside the spaces formed where ceilings are applied directly to foundation wall, shall extend downward from the top the underside of roof framing members shall have of the slab for a minimum distance of 24" or cross ventilation for each separate space by ventilating downward and then horizontally beneath the slab for openings protected against the entrance of rain and a minimum combined distance of 24". For slabs snow. Blocking and bridging shall be arranged so as installed inside a foundation wall, the insulation shall not to interfere with the movement of air. A minimum of be installed to provide a thermal break between the V of airspace shall be provided between the insulation slab edge and the foundation. A 2" by 2" (maximum) and the roof sheathing. The net free ventilating area nailer may be placed at the finished floor elevation shall not be less than 1/150th of the area of the space for attachment of interior finish materials. Insulation ventilated, with 50 percent of the required ventilating installed outside the foundation shall extend from the area provided by ventilators located in the upper top of the below -grade wall to the top of the footing. portion of the space to be ventilated at least 3' above Insulation used on the interior side of the wall shall eave or cornice vents with the balance of the required extend from the top of the below -grade wall to the ventilation provided by eave or cornice vents. When below -grade floor level. Above grade insulation shall feasible, the baffles shall be installed from the top of be protected. the outside of the exterior wall, extending inward, to a point 6" vertically above the height of noncompressed 101. UNDER -FLOOR INSULATION: WSEC Sections insulation, and 12" vertically above loose fill insulation. 502.1.4.7 and 602.5. Floors over unconditioned See IBC 1203.2 for exceptions. Roof/ceiling spaces, such as vented crawl spaces, unconditioned assemblies where the ventilation space above the basements and garages shall be insulated with at insulation is less than an average of 12 inches shall be least R-30 insulation. Insulation supports shall hold provided with a vapor retarder. Faced batt insulation insulation in substantial contact with the subfloor and where used as a vapor retarder shall be face stapled. shall be installed such that spacing is no more than Single rafter joist, vaulted ceiling cavities shall be of 24 inches on center. sufficient depth to:allow a minimum 1" vented air space 102. WALL INSULATION: WSEC Sections 502.1.4.6 above the insulation. See WSEC 502.1.6.3 for and 602.2. Above grade exterior walls shall be exception for unvented attic assemblies. Single rafter insulated with minimum R-21 insulation. Faced batts or joist vaulted ceilings shall be insulated to at shall be face -stapled (not inset -stapled), to avoid least R-38 (2009 WSEC). compression. Below grade wails shall be insulated 105. HATCHES AND DOORS: WSEC Section 502.1.4.4. either on the exterior to a minimum level of R-10, or Access doors from conditioned to unconditioned on the interior to the same level as walls above spaces (such as attic and crawl space access doors) grade. Headers shall be insulated with minimum R- shall be weather-stripped and insulated to a level 10 insulation equivalent to the insulation on the surrounding 103. ATTIC INSULATION: WSEC Section 502.1.4.5 and surfaces. A wood framed or equivalent baffle or 602.1. Ceilings below vented attics shall be retainer must be provided when loose fill insulation is insulated to not less than the nominal R -value shown installed, the purpose of which is to prevent the loose for ceilings on the energy code application for the fill insulation from spilling into the living space when compliance option chosen (typically R-38). Ceilings the attic access is opened, and to provide a permanent below vented attics shall be insulated with means of maintaining the installed R -value of the loose minimum R-49 insulation or R-38 in Advanced fill insulation. Framing (2009 WSEC). Where eave vents are 106. DUCT INSULATION: WSEC Sections 503.9, 503.10 installed rigid baffles shall be installed to deflect the & Table 5-11. All heating ducts within unconditioned incoming air above surface of the insulation. spaces shall be insulated to a minimum of R-8. Ducts 104. VAULTED CEILING INSULATION: WSEC Sections installed under slabs shall be insulated to a minimum 502.1.4.5, 502.1.6.3 and 602.1, IBC 1203.2. Where of R-5. two or more layers of rigid board insulation are 107. PIPE INSULATION: WSEC Section 503.11 & Table 5 - used in a roof assembly, the vertical joints 12. Water pipes outside of the conditioned space shall between each layer shall be staggered. Open- be insulated to a minimum of R-3 or the thickness blown or poured loose fill insulation may be specified in WSEC Table 5-12. Cooling and heating used in attic spaces where the slope of the CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 15 systems shall be insulated to the thickness specified in Table 5-12. 108. V,APO�. RETARDER: WSEC Section 502.1.6. Vapor retarders shall be installed on the warm side (in winter) of insulation. Vapor retarders are not required in roof/ceiling assemblies where the ventilation space above the insulation averages 12" or greater or where all of the insulation is installed between the roof membrane and the structural roof deck. Faced batt insulation where used as a vapor retarder shall be faced stapled. 109. VAPOR BA,RR(ER N,C_WL-SPACE; WSEC Section 502.1.6.7. A ground cover of 6 mil black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overlapped 12" minimum at the joints and shall extend to the foundation wall. 110. IWIND�,12M WSEC Section 502.1.5 & Table 6-1. The total glazing area shall have an area weighted average U -factor not to exceed that specified in Table 6-1 : on . the 2009 WSEC Residential Prescriptive .Compliance. Form. (typically U-0.30). Any change in windows must be approved by the Building.. Division before installation. NFRC compliance stickers shall remain on the windows until the framing inspection has been approved by the Building Department. 111. EXTERIOR DOORS: WSEC Section 502.1.5.2, 602.6. Glazed doors are considered to be windows. Exterior (opaque) doors shall have an area weighted average U -factor not to exceed that specified in Table 6-1 . on the 2009 WSEC Residential Prescriptive Compliance Form (U-0.020). Exception: One unlabeled or untested exterior swinging door with the maximum area of 24 square feet may be installed for ornamental, security; or architectural purposes. 112. ENERGY CODE COMPLIANCE CERTIFICATE: WSEC Section 105.4: A permanent certificate shall be posted within three feet of the electrical distribution panel. The certificate shall be completed. by the builder or registered design professional. The certificate shall list the predominant R -values of insulation installed in or on ceiling/roof, walls, foundation (slab, basement wall, crawispace wall and/or floor), and ducts outside -,the conditioned spaces; U -factors for fenestration; and 'the solar heat gain coefficient .(SHGC) of fenestration. Where there is more than one value for each component, the certificate shall list the value covering the largest area. The certificate shall list the type and efficiency of heating, cooling, and service water heating equipment, duct leakage rates including test conditions as specified in Item #117, and air leakage results if a blower door test was conducted. 113. LIGHTING: WSEC 505. A minimum of 50 percent of all interior luminaires shall be high efficacy luminaires. If the exceptions in WSEC 1520 or 1530 are. used, the options must be noted on the plans. Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires unless controlled by a motion sensor(s) with integral photocontrol photosensor. Linear fluorescent fixtures must be fitted with T-8 or smaller lamps (but not 40 or T-12 lamps). 114. DI&T IN. EXTERIOR WALLS: WESC 503.10. Installation ofducts in exterior walls, floors, or ceilings shall , not displace required envelop insulation. Building cavities may not be used as ducts. 115,. MECHANIC 4L.DUCj-SEALINGANQ,INSULATION; WSEC 503.10.2, M1601.3. All ducts, air: handlers, . filter boxes, and building cavities used as ducts shall be sealed. Duct coverings . and' linings, including adhesives, shall have a flame spread Index not high er'than:25 and.,smoke-developed index not over 50 when tested in accordance with ASTM E84 or UL 723. Duct insulation and factory - insulated flexible ducts shall be legibly printed or identified at. intervals of 36" minimum with the name of the manufacturer, thermal resistance value at the installed thickness, and the flame- and smoke -developed index. Spray polyurethane foam manufacturers shall provide the same product information to the customer in writing at the time of the foam application. 116. DUCT TESTING: WSEC 503.10.3. Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be' provided -the jurisdiction having authority by the testing agent. When required by the building official, the test shall be conducted in the presence of department staff. Ducts shall be leak tested in accordance with RS -33 using the maximum leakage rates in WSEC 503.10.3 for either post construction or rough -in test. Duct testing is not,.required when the air handler and all ducts are located within conditioned space. Provide a signed affidavit documenting the test results to the building department 117. BUILDING. AIR LEAKAGE TESTING: WSEC Section 503.10. Building envelope air leakage control shall be considered acceptable when. tested to have an air leakage less than 0.00030 Specific Leakage Area (SLA) when tested with a blower door at a press of 50 Pascals (0.2 inch w.g.). Testing shall occur at any time after rough in and after installation of penetrations of the building CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 16 envelope, including penetrations for utilities, plumbing, electrical, ventilation, and combustion appliances and sealing thereof. The blower door test results shall be recorded on the Certificate required in item #112. INSPECTIONS Be sure to call for all of your inspections that are listed on your inspection card. Inspections are generally listed in the order that will call for them, although some may be called out of order such as in a remodeling project. If you want more than one inspection, be sure to request all of the inspections that you're expecting. We do not reply to inspection requests to verify we've received the request and we do not make appointment times. You do not need to be present for the inspection, but be sure the area is accessible to the inspector. The inspector will not perform the inspection inside the home if a child younger than 18 has been left alone. A reinspection fee may be assessed if the inspection was requested and the work is not ready or is not accessible. Here is a list of the most common inspections and what is expected to be ready: Post Address: An inspection will not be approved unless the address is posted and plainly visible from the street with numbers at least 4" high with '/" stroke. If the property is not visible from the street, the address shall be posted so as to lead the inspector to the construction site. Foundation -Footing: Property line is marked or stringed, dimensions of foundation match plans, reinforcement per plans, rebar is tied and supported at least 3" off ground, depth and width of footing matches plans, vertical rebar is tied in place. Foundation -Wall: Reinforcement placement per plans, hold-downs per plans and supported in place, anchor bolts per plans and supported in place (no wet setting), forms are at least 1'/2" from rebar, footing pads are formed and reinforced per plans, foundation vents if they're provided in the foundation wall. Framing -Underfloor: Main floor joists and rim joist per plans and/or engineering, capillary break between sill plate and concrete, joist/beam hangers per plans, beams per plans/engineering, blocking, pressure - treated sill plate, plate washers on anchor bolts per plans (min. 3" x 3" x 0.229" hot -dipped galvanized), posts with positive connections top and bottom, hold- downs in place and installed, foundation vents if provided in rim joist. Plumbing -Ground: Plumbing lines are made of an approved material, sanitation lines sloped toward sewer connection, water lines under testing pressure, drain - waste -vent full of water. Shear Wall/Bracing: ' Framing, panel sheathing, and fasteners per shear wall schedule or prescriptive braced wall panels. Shear wall screw or nail fastening per engineer's plans, interior braced walls per braced wall details. Mechanical Rough -In: Ducts installed and supported properly; ducts properly sealed; vents for fuel appliances installed with clearances to combustible material; source specific exhaust fans located in laundry kitchen and bathrooms; dryer vent to outside with smooth metal pipe, exhaust fans ducted to outside, combustion air supply, Plumbing Rough -In: Plumbing and sanitation lines of approved materials, drain -waste -vent lines sloped %: per foot toward drain, water lines under testing pressure, drain -waste -vent full of water, water line properly supported, laundry standpipe, nail plates for plumbing line protection, vent extends through the roof. Gas Piping: Gas piping is pressurized and under test before the attachment of fixtures, appliances, or shut-off valves. At the time of inspection the test pressure shall be no less than 10 psi held for no less than 15 minutes. Appliances to be attached to the fuel/gas piping system shall not be used until the final inspection has been performed and approved by a Building Inspector. Electrical -Cover or Electrical -Final: Electrical inspect - tions are performed under a permit issued by Labor & Industries. Framing: Framing inspection is performed after the plumbing rough -in, mechanical rough -in, gas piping, fire sprinkler cover, and electrical cover inspections have been performed. A combination inspection for framing, mechanical and plumbing may be performed when requested and ready. Framing inspection includes verification of stud size and species, beams, headers, blocking, fire stopping, fire blocking, and energy code compliance information on windows and doors (do not remove stickers on windows and doors until after inspection). Insulation: Wall insulation is installed and fills the stud cavity, batt insulation is face -stapled to the stud, and vapor barrier is installed on heated side. Floor insulation is installed properly, is securely fastened in place,'vapor barrier is installed toward the heated area (vapor barrier may be omitted in certain cases). Attic insulation is installed properly, loose insulation is prevented from entering the access opening, a ruler is installed to indicate the depth of loose insulation, and baffles have been installed where necessary to maintain ventilation above the insulation. Attic access and crawl access openings from a heated area have weather-stripping and insulation. Sheetrock: Fastener inspection is performed before taping and mudding. See Item 83 for fastener CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT, RESIDENTIAL PLAN REVIEW CHECKLIST 17 requirements for gypsum wallboard. See item 23 for garage separation from habitable areas per Item 24. Driveway: Driveways and parking areas are required to be paved in the City of Bremerton. Energy -Air Leakage: Perform the Building Air Leakage Testing and record the results on.the Certificate required in Item #112. Energy -Duct Testing: Duct tightness testing shall be conducted to verify that the ducts are sealed. A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent. Final=Building: Everything on the permit should be ready for final inspection. Handrails, smoke detectors, CO detectors, fan operation, hot and cold running water, door between garage and living space; whole house ventilation, energy code compliance certificate, and other code items will be checked at final inspection. If you plan to have the project finished in.phases,;you'II have to revise the ,permit to remove anything that won't be. ,completed., For; example, -if. the. project has. two bathrooms, and the second will be finished in the future; revise the permit in the office to indicate. the second bathroom will be finished..in the future under a ;separate permit. Approval to occupy a residence will, not be granted until the permit has received final approval. The final building inspection will not be performed until all of the other inspections have received final approvals. For example, if Public Works has not approved the final inspection for sewer lateral, the final building inspection will not be performed. Special Inspection: Special inspections are performed by a third party inspection entity or may be performed by the engineer of record. Special inspections are required for retrofit hold downs and anchors, welding, high-strength bolts, structural epoxy, expansion anchors, epoxy anchors, engineered screws, structural rebar placement, etc. Give the 3`d party inspection company the Building Dept. address or email so copies of the inspection report can be sent. A final report from the special inspection company to verify. all of the special inspections were performed and met the specifications will be required for complicated projects requiring several inspections Geotechnical Inspections: Geotechnical inspections may be required for verification of soils, soil density, soil• compaction, verification of backfill material, verification of drainage systems, retaining wall placement,etc. The geotechnical inspections are performed by a 13rd party entity with expertise in the field. Give the 3`d party inspection company the Building Dept. address or email (Jeannie.Vaughn@ci.bremerton.wa.us) so copies of the inspection report may be sent. A final report from the geotechnical inspection 3`d party will be required to verify all of the geotechnical inspections were performed and met the specifications for complicated - projects requiring several inspections. Fire -Rated Assemblies: An inspection of a fire -rated assembly is performed for all portions of the assembly. The framing inspection must verify the framing complies with the fire rated assembly. If two layers of gypsum - drywall are required, one inspection for the first layer is required, and a second inspection is required for the second layer. Further inspections may be required to - cover the other side of the fire -rated assembly or any insulation. Environmental: An environmental inspection may be required due to special conditions due to proximity to shoreline or other critical environmental areas. The Environmental inspection must be completed and approved before the Final building inception may be performed. CIN OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST is Prescriptive Foundation Details For Typical Light Frame Constructed Buildings Assumptions for this Detail: * Conventional light -frame construction Wood or other light siding * 1500 psf soil bearing capacity Group I, II, or III soils * Backfill no closer than 6" to top of wall *Walls must be laterally restrained at the top and bottom of wall #4 Horizontal bars spaced 18" on center. Top bar must be within 7" of the top of the wall to engage the anchor bolts Minimum 1/2" diameter anchor bolts, spaced 6-0" on center and embedded at least 7" (4'-0" on center if over 2 stories) with 3" x 3" x 0.229" galvanized plate washers and within 12" of each end of each sill board. + + + ++++ + + + + + + + + + + "A" Distance +I®w*ara = _ Vertical bars spaced per the schedule below or in accordance with Table R401.1.1.1(5) Bars must be hooked at the connection with the footing Reinforcement placed in concrete forms shall be at least 1-1/2" from the edge ,.B where the concrete will be exposed to earth. Where concrete is placed against--- _ earth, there must be at least 3" clearance. + + + F — �o "All"B" 3 Vertical bars at c least 2" from the c 'inside face of Minimum Footing the wall but not o more than 3" in t an 8" thick wall t Width Reinforcement 1 6" 12" 6" 12" 0 2 - #4 horizontal rebar continuous throughout the entire footing, spaced at least 3" above the bottom Minimum Reouirements for Foundations Sunoortina Bearina Walls Number of Floor "E" "All"B" Vertical Reinforcement Steel* "C" Minimum Supported by Minimum Stem Depth to Bottom Minimum Footing Minimum Footinc Footing Foundation Wall Thickness of Footing Thickness Width Reinforcement 1 6" 12" 6" 12" 2 - #4 Bars Cont. 2 6". 12" 6" 15" 2 - #4 Bars Cont. 3 8" 12" 8" 23" 2 - #4 Bars Cont. Minimum Wall Rpinfnrrtpmanf (rrarfa Anrainfnrrnmanl ctaall Minimum Wall Thickness - (E) Maximum Wall Height - (D) Horizontal Reinforcement Steel Vertical Reinforcement Steel* 6" 24" 1 - #4 Bar #4 bars A 48" o.c. 6" 36" 2 - #4 Bars @ 18" on center #4 bars @ 48" o.c. 6" 60" 4 - #4 Bars @ 18" on center #4 bars @ 48" o.c. 8" 48" 3 - #4 Bars @ 18" on center #4 bars @ 48" o.c. 8" 72" 4 - #4 Bars 18" on center #4 bars @ 48" o.c. 8" 108" 6 - #4 bars @ 18" on center - #7 bars @ 36" o.c. 10" 108" 6 - #4 bars @ 18" on center #6 bars @ 36" o.c. * Additional options are available for your specific project. See IRC Section R404, as amended. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 19 TABLE R404.1.1(8) REINFORCED CONCRETE FOUNDATION WALLS 1,2 MAXIMUM MAXIMUM MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING WALL HEICHf" (FEET) UNBALANCED ALL GROUP I, 11 AND III SOILS BACKFILL HEIGHT 6 (FEET) MINIMUM WALL THICKNESS (MCHEs) 5.5 7.5 . 9.5 11.5 5 4 #4@48" . #4 48".. #4@487 #4@48". #4@48" #4@48" #4@48" #4@_48" #4@48" #4@48" #4@48" #4@48" 6 5 #4@24" #4@48" #4@48" #4 48" : 1 #5 24" #4@48- #40-48" 4 #40-06" #4 48" #4 48" +#4@36- #5 36" #4 48" #4 48" 6. #6 36" #4 36" #4 48" #6 4" #4036" #4048". 4 #4@367 ... #4 36"::. :.#4 36" #4@36" #5036",. #4036" • #4@367 .. ..#4 36" 8 #6036" #5@36" #4036" : #4@36" #6024" #6036-. . .#5@36" #4@36" DR #6@24" #0(M3 6" #4 36" 4. DR' #5Q36" #5@36" #5 36" 5 DR: .:: #5@367:.. #5 36". #5 36". :..,-DR #5@36- #5 36" #50364' 96 D. R, #6@36" #5@36'! #5@36":. . 8 DR '#7@36" #6036". -_#5@36" 9 DR DR DR DR 4- . DR DR #5@36" #5@36" 5 DR DR #5@36" #5@36" 6 DR DR #5036" #5@36- 5 36"10 10 7 DR DR #6@36- #5036" .8 DR DR #7@36" #6@36".' DR DR DR.: DR 10. DR DR DR DR Concrete shall have a specified compressive strength of not less than 2,500 psi at 28 days. _ "DR" means a design is required in accordance with ACI 318 or ACI 332. ' Reinforcement bars shall have a minimum yield strength of 40,000 psi. (Grade 40) ' Vertical reinforcement shall be placed nearest the inside face of the wall a distance d from the outside face (soil side) of the wall where d equals 4" for a 5.5" wall, 5.5" for a 7.5" wall, 7" for a 9.5" wall and 9" for a 11.5" wall. The reinforcement shall be placed within a tolerance of +/- V2 inch. In no instance shall concrete cover for reinforcement be less than I inch from the inside face of the wall, nor less than 3 inches from the outside face of the wall. 3' Soil classes are in accordance with the United Soil Classification System. Refer to Table R405.1. Group IV soils require a design prepared by a registered design professional. 6. Unbalanced backfill height is the difference in height of the exterior and interior fmish ground levels. Where there is an interior concrete slab, the unbalanced backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab. '.' Concrete stem walls not exceeding 5 feet in height, supporting less than 4 feet of unbalanced backfill, are exempt from the lateral bracing requirements of Section R404.1. e. Concrete stem walls exceeding 5 feet in height, or supporting more than4 feet of unbalanced backfill, shall comply with the lateral bracing requirements of Section R404.1_: (All 10 foot high walls shall be braced in accordance with Table R404.1(I) as shown for 9' walls with 9' of unbalanced backfill) CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 20 Figure 4: Typical Prescriptive Braced Wall Panel (per IRC Section R602.10.2, Method WSP) 4'-0" min. ---) • qui>1 � i f F�,K^r�yl r.F�*i'q1. i 10'-0" Max. ' . o:.. 2 - 2x Top plates. .Stagger joints 4'-0" min. Nail 16d at 16" oc. 2x studs spaced 24" o.c. max. End nail stud to top plate with 2-16d nails. Nail stud to sill plate with 4-8d toenails or 2-16d end nail. Wood structural panel sheathing - minimum 3/8" thick for studs 16" oc. and minimum 7/16" thick for studs 24" oc. Gypsum wallboard or other approved interior finish material inside of wall 2x Blocking installed against sheathing and nailed to studs with 16d nails at horizontal panel edges (when sheathing is installed horizontally. Nail sheathing at 6" o.c. at panel edges and 12" o.c. in the panel field with 6d for 3/8" and 8d for 7/16" common or galvanized box nails. 2x sill plate nailed to joist or blocking ,with 3-16d nails per 16". Approved floor system 2x Pressure -treated mud sill 1/2" dia. anchor bolt with min. 7" embedment spaced 4'-0" on center for a two story building, 6'-0" on center for a single story building. One bolt within 12" of each end of each piece of plate material. 3"x3"4.229" hot -dipped galvanized plate washers are required. Approved Foundation System, Braced wall panels (BWP or ABP) must be located at each end of each braced wall line. Or, IRC Section R602.10.1.4.1 allows the braced wall panel (BWP) to be located up to 8' from the end of the braced wall line, provided there is a hold down device at the end of the BWP nearest the end of the braced wall line. Additional options may also be available, See IRC 602.10 for more information. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 21 10'®0" Ma Figure 6: Prescriptive Alternate Braced Wall Panel (ABW) (per IRC Section R602.3.2) 2'-8" minimum up to 9' high wall 2X - TO I " 2'10" for wall Vto 10' high —I 2 Topplates. ates. Stagger joints 4 -0 min. /Nail 16d at 16" oc Double studs required each end 2x studs spaced 24" o.c. max. End nail stud "•` t " to top plate with 2-16d nails. Nail stud to sill plate with 4-8d toenails or 2-16d end nails. Wood structural panel sheathing minimum 3/8" thick on one side. Nail sheathing to blocking and all panel edges at 6" o.c. with 8d common or UMvanized nails for one story or 4" o.c. for 1 St of 2 stories, and 12" o.c. at interior supports. 2x Blocking installed against sheathing and nailed to studs with 16d nails. �' •911 6` Approved steel hold down device. Install and fasten per manufacturers instructions. 1800# capacity required for a` • one story, 3000# capacity required for first /� ;/� of two stories. 2x sill plate nailed to joist or blocking with 3-16d nails in every 16 inches of plate. 1/2" diameter anchor bolts with min. 7" embedment and 3"x 3"x 1/4" galvanized square plate washers required. Two bolts required between 6" and 12" of each end. Approved floor system ABW installed on foundation or on floor system supported directly on foundation * Plywood shown cut away for clarity of detail. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 22 Figure 5: Prescriptive Interior Braced Wall Panel (per IRC Section R602.10.3, Method GB) CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 23 4'-0" min. for GWB on 2 sides 2 - 2x Top plates. 8'-0" min. for GWB on one si e Stagger joints at least 4'-0" minimum. Nail 16d at 16" oc. 2x studs spaced 24" o.c. max. End nail stu to top plate with 2-16d nails. Nail stud to so {, R i,t plate with 4-8d toenails or 2-16d end nail. 1/2" thick min. gypsum wall board fastened to all framing with screws or nails at 7" on center at all studs and blocking. Sheathing is shown cut away for clarity. q 2x Blocking installed against sheathing and nailed to studs with 16d nails. Nail sheathin 10 -011 _ at 7 inches on center at all panel edges and Max. fi ,gig throughout the panel field. _ 2x sole plate nailed to joist or blocking with 3-16dnails per 16" s � Approved floor system. Double joist under braced waft panel where joists run parallel r; o BWP. Block between joists where running perpendicular to BWP. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 23 Standard Construction Details Handrails and Guardrails IRC 311.5.8 Open Stair Guardrail Open Guardrail Solid Guardrail' Solid Stair Guardrail IX B 36" minimum guardrail height for dwelling units, 42" minimum for commercial and common Top of guardrail for areas of multi -family residential. stairways, except at 1Bl landings, may have a height as required Stair landing or floor level Railing Opening Limits: for handrails (34"-38'1 �� A i { A 6" diameter sphere can't pass. through. Guardrail required at (g1 A 4" diameter sphere heights over 30" can't pass through. -3/8" diameter sphere can't pass through Grade or floor level (at sides of stair treads) Handrail extensions are required on commercial 1-1/4" minimum - 2-1/4" maximum and common areas of multi -family buildings. The extension length shall be at least 12" horizontally beyond the top riser and shall continue O to slope for the depth of one tread 12" 0 beyond the bottom riser. Typical Handrail Shapes j A 34"-38" / Residential handrails must he wall 0 terminate nat balluster or post O1-1/2" min. min. clearance at each end. / Handrail may project a O max. of.4-1/2" into required width of stairs Grade or floor level' Handrail Height and Extensions Wall Clearance I Termination CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 24 Emergency Egress/Rescue Opening IRC Section R310.1 Fire Safety Many fire deaths happen when people are asleep in their home. The Building & Fire Codes require that all sleeping rooms and basements have at least one openable door or window to allow occupants to escape, and rescue personnel wearing full gear to'enter the building for rescue and firefighting. Window Requirements Egress windows must open directly into a public street, public alley, yard or exit court. The windows may exit to an interior exit court, provided the exit court has a passageway that provides exit to the public way. Egress windows MUST: • Have a net clear openable area of 5.7 square feet; (Or 5.0 s.f. for windows within 44" of exterior grade.) • Have a net clear openable height dimension of 24'; . • Have a net clear openable width dimension of 20"-, • Have a finished sill height no higher than 44" above the floor; and • Be operable from the inside without special knowledge, tools or effort. 20" Clear Minimum / Opeviable Fixed /Area Pane (Optional) \ 5.7�sq. ft.' MiniMum 41" Clear (36" if a grade floor opening') ` Minimum clear area may be reduced to 5.0 square feet if the sill height is not more than 44" above the exterior finish grade (Grade floor opening) Bars, grates or grilles may be installed on egress windows if they are equipped with approved release mechanisms that are 'openable from the inside without use of a key, special knowledge, or a force greater than that which is required for normal operation of the escape & rescue opening. Window Wells Emergency escape windows are not required to have an escape route down to grade. However, any egress window below adjacent grade must have a window well. Window wells must allow the window to be fully opened and provide a minimum net clear opening of 9 square feet and a minimum dimension of 36". Window wells with a ,vertical depth of more than 44" must be equipped with a permanent ladder that is usable with the window in theJully open position. Ladder rungs shall have an inside width of at least 12", shall project at least 3" from the wall, and shall be spaced not more than 18" on center for the full height of the window well. 34 - 1/4" Clear (30" if a grade - floor opening')--� Fixed Pane (Optional) Operable Area' / X 5.7 sq -ft." / /Minimum\ Finished Sill Height 44" Maximum 24" Clear Minimum I Minimum Width/Height Reauirements (in.) Width 1 20 1 20.5 1 21 1 21.5 22 Height 41 40 39.1 38.2 37.3 Width 22.5 23 23.5 24 24.5 Height 36.5 35.7 34.9 34.2 33.5 Width 25 25.5 26 26.5 27 Height 32.8 32.2 i 31.6 31 30.4 Width 27.5 -28-j12-8.5 29 29.5 Hei ht 29.8 29.3 28.8 1 28.3 28.7 Width 30 30.5 31 1 31.5 32 Hei ht 27.4 26.9 26.5 1 26.1 25.7 i Width .32.5 33 33.5 34 34.25 Height , 25.3 24.9 24.5 1 24.1 24 CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 25 Wall Construction to Comply with Energy Code Figure 3-12 Optional Details Allowing Easy Placement of Insulation - i Two Stud Corner — Preferred Option Double 2 x 6 top plate (at exterior wall) 2 x 6 comer studs (two stud corner) Drywall clip 2 x 6 bottom plate Modified Comer Double 2 x 6 top plate (at exterior wall) 2 x 6 comer studs (three stud comer) 2 x 6 bottom plate, WSEC Builders Field Guide, 8th Edition, 2009 • Washington State UniversityExtension Energy Program Chapter 3-17 Wall Construction to Comply with Energy Code Figure 3-13 Optional Details Allowing Easy Placement of Insulation - 2 Fiat Stud intersection Ladder BI( Intersectio Double 2 x 6 top plate at exterior walls 2 x 6 stud (allows 4" of insulation between stud and sheathing) 2 x 6 exterior wall studs .Zx4 framing at interior partitions One Stud Intersection: Preferred Option Flat 2 x 4 blocking 2 x 6 studs at exterior walls 2 x 4 framing at interior partitions Drywall dip ter 3-18 WSEC Builder's Field Guide, 8th Edition, 2009 • Washington State University Extension Energy Program CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 27 Dwt LeWbV Affdw it Permit*. House address or W number_ City Pip: Cond. Fk)orArea (fl X Source (orde one): . Plsns i sbmabed Measwed Duct tightness testing is not required for this residence per exemptions fisted at the end of this document: Air Handler in com itis space? Q yes 0 no Gado Test Mathod: Leakage to Outside Air Handler present during best? ❑ yes ❑ no Total Leakage Maxum:::: eked 6aefkagw Tata) dud leakage air handler insbiied: (floor area x .08) = CFM@25 Par Total duct leakage air hanodler not butalled: (floor area x.04) = CFMCp5 Pa Leauage to ouonoors: (ttcor area x AB) s CFMQM Pa Test Result CFMQ25Pa Bang (arae ones Open Duct Blaster Location: Pressure Tap Location: I certify that these dud leakage rales are accurate and deftrrmrwd using standard dud lestikg protocol - Company None' Technician: Date: Phone Number. wasmVion Slab. ErosgU Cod a rvowee Qs: soS.tax 30MM0- N do= ae ftWXft . twobaes, aW buodiV earrnlsa: telae as dense aeon W 60MUt .roads woseaw as oanvy Wh SecOm 1116M.3 art* &Sni6bWjjo&terMCOOorW39dffenfeenrrWWA CaOr_ Duet 0_0n alvolnjOWW oonductdb b varlty mat the darc:ls are strati wstgrted Ott aoamers�gaoe test fssa�ts a�aan fire proosded b fee xsfselctter havfrg aff=q byV*tWWQaqer& when r oquIrW by fee taraueg omcWfee fest shoe be oa>rrducled fn the PAWNroe ar depatrtmet carr_ EK epwM: 1. Duct tweraess fast K ant reque" ff me at hailer and an duels are boom 1Mmt1 oorfd mm apaare. 2 Dunt twang is riot r **W f the fterace fc a nwxMO vent 4" aonrmaslon appMW t Mftd an an ar =%llJ nW quoe A mad<rrarn caste flet at eorsrected durswrt h 1ne a+toortr8lone0 space as alostaD. nIt adAnorrar aapperand reffm aces stn De •ftrRr the oohWaned aapa L DuCW o4tsrdethe CMdlnorted space srol beseWd Wan anUMtype d=soM9 and tnsu donthee mnforwaftR-8Msuatbnfor=ftgradedual and R-5urate:reeWantkoLUfonUMWWastabor Qw t. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 28 Property Address: Conditioned Floor Area )ate Builder or registered design professional: ftnaWt.. Ceiling: Vaulted R- Floors Over unconditioned space R - Attic R- Slab on grade floor R. Walls: Above grade R- Doors R - Below, int. R- R. Below, ext. R R NFRCrating(or) Windows U• SHGC- Default ratiin]gg (pnpxriowmr_ 2oo9) Skylights U- SHGC- ' 6E7A •. AY1fD. stem TYPP UBd= Heating Cooling DHW }.+ �D� B�i�6rg'A1�laltalga All ducts & HVAC in conditioned space (yes/no) Insulation R - Test Method: _Total leakage ^Leakage to exterior _Air handlerpreseat Test Target CFM@25Pa Test Result CFM@25Pa Building air leakage target. SLA<0.00030 • Tested leakage: SLA= y OtudteRe�rSOME ��lt�Jm System type: Rated annual generation Kwh See Item # 112 for posting requirements.of Compliance Certificate. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLI5T 29 Duct Leakage Affidavit (Existing Construction) Permit #: House address or lot number. City. Zip: Cond. floor Area (fe): Source (circle one): Plans Estimated Measured ❑ Duct tightness testing is not required for this residence per exceptions listed at the end of this document Air Handler in conditioned, space? ❑ yes ❑ no Air Handler present during test? ❑ yes ❑ no Maximum duct leakage (check method used): p Method I Total duct leakage air handier installed: (floor area x .08) = CFMQ25 Pa D Melhod 2 Leakage to outdoors: moor area x .06) aCFM(�25 Pa Test Result: CFM@77 Pa Ring (circle one): Open Duct Blaster Location: Pressure Tap Location: ❑ Method'3 The measured duct leakage shall be reduced by more than 50% relative to the measured leakage prior to the installation or replacement of the space conditioning equipment A visual inspection including a smoke test shall demonstrate that all accessible leaks have been sealed. Pre -installation test result: CFM@25Pa Post installation test result: CFIV1@25P3 Post installation leakage rate must be less than 50% of pre -installation rate Company Name: Technician: Date: Phone Number. ❑ Method 4 . If it Is not possible to meet the duct requirements of 1, 2 or 3, all accessible leaks shall be sealed and verified through a visual inspection and a smoke test by a certified third party. 1 certify that these duct leakage rates are accurate and determined using standard duct testing protocol and all accessible leaks have been sealed. Company Name: Certified Third Party- Date: washbom stab emlycoon.am nee: 1013 1 C reschar" syetams: iron pans orryatemc MW are auerw or rep4na alas compq wltn Decam W3 or twa alae wren a space-canoaan" system is stereo oymera=m orrepacememorspar&ron m1VegAwenthOXMVnpaoememart* auWon. otuoorwtgensagieoraspt system w oortadaer orhes pip, otueg orhaag twe, ortre lunate hat exmstgn ire dud sysnm mat s connected b ne neer or mptw nem apaceion®uonrg etpsphera iree De wavt as conened limugt fwd ve riMen ane atagrosac teaag n aomrct w ren poaoues for duct sting or astirg as systems as ip nso in ire IM -W. to one arms tde" toWremams. Fsapsona: t. Duct systems ms ars ooamemed to t" DW peWtr!sury "XW as COMM uuougt two vemtcanm and oagMSW Haag In atxadanoe sdm Drdceauras h R;,JJ. 2 Duds wM lass man by nerd in WmWWW spans. 3. EwwV = sysu s =MUCK hga8e0 t# iQaea wm afaes 9s. CITY OF BREMERTON DEPARTMENT OF COMMUNITY DEVELOPMENT RESIDENTIAL PLAN REVIEW CHECKLIST 30 v = SEGA Engineers Structural & Civil Consulting Engineers October 8, 2012 �3S iovo Q I0 To: Building Official�2 City of Bremerton Department of Community Development (,( From: Greg Thesenvitz, PE/SE i 0;'II 20 �,`* Principal 0b; �'Sro�rwLV'oo` Re: Site specific structural calculations. Base Plan No. BS 12-00009, BS 12-0010. SEGA Engineers has provided structural calculations for Plan L2AL-1660 prepared by Landmark Design. The calculations are for a generic site with a design criteria of a 30 psf snow load, an 85 mph Exposure B wind load, and Seismic Zone D. This is to verify that the calculations and design are approved for use for the following project and location: Highmark Homes. Bay Vista, Lots 1 - 46. Bremerton, Washington. Please address any questions to SEGA Engineers. Cc: File 12-082 22939 SE 292nd Placc - Black Diamond, Washington 98010 - (360) 886-1017 44 A r. T U) Z), IZcD U (U ; > LANDMARK DESIGN residential a residential ❖ commercial interiors BASE PLAN RELEASE September 20, 2012 Assigned to: Highmark Homes Owner of Base Plan: Highmark Homes Jurisdiction of Application: City of Bremerton Plan: L2AL-1660 The above Assigned Party has permission from Landmark Design Inc. to build the listed plan on lots 1-46 Bay Vista. Please proceed. Sincerely, evin Bentson Landmark Design, Inc. w 1 1202 Main St. #104 e+ Sumner, WA •: 98390 Ph: 253-826-7808 ❖ Fax: 253-826-4946 www.landmarkplans.com 1106 ` 1� 1 R vC.a ,•� � c,n� v � v Z00 STRUCTURAL CALCULATIONS FOR THE IHIGHMARK HOMES RESIDENTIAL PROJECT Pian L2AL-1660 September 6, 2012 Job No.: 12-082 Location: Bay Vista, Lots 1 - 46 Bremerton, Washington SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2012, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood 1 -joists, and the foundation is typical concrete'; strip footings with a crawl space. The application and use of thesecalculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by member's of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers I SEGA Engineers, Structural & Civil Consulting Engineers 12939 SE 292nd P1. (360) 88611017 • Black Diamond. WA 98010 Design Criteria International Building Code (IBC), 2009 LOADS Roof DL 15 psf LL 30 psf Floor DL 10 psf LL 40 psf Wind Design Wind Speed 85 mph K, 1.00 Exposure B Imporlance Factor 1.00 Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2012, SEGA Engineers Project L2-1660 Job. No. 12-082 By: GAT Checked Date: 09/06/12 Sht i SEGA Engineers, Project 1-2-1660 Structural & Civil Consulting Engineers Job No. 12-08Z By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 09/06/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf '/2" OSB 1.8 2 x @ 24" 3.5 Insulation 1.1 s/8" GWB 2.8 Misc., 1.5 14.2 psf LL Snow, Pf 30 psf (115% Load Duration) Reduction, Cs 0.00 (C, = 1.1, other surfaces) 5/12 pitch = 23 deg Total Roof Load 44.2 psf FLOOR DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/a" GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@161,oc 2.8 Misc 1.5 8.6 LL Residential 40 psf Total Deck Load 48.6 psf WALLS DL Siding 3.5 1/2 -'Plywood 1.5 psf 2 x 6 @ 16".oc 1.7 Insul 0.6 1/2" GWB 2.2 9.5 psf Copyright 2012, SEGA Engineers SEGA Engineers ' , PROJECTLZ Structural & Civil Consulting Engineers JOB NO. /Z - LOS7 FIGURED BY G,4T- 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATE- °L//LSHEHT Zj0F (360) 886-1017 1 N lAPP e -p-. 2 2 O Z Copyright 2012, SEGA Engineers SEGA Engineers Project L2-1660 Structural & Civil Consulting Engineers Job No. 12-08-L By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 09/06/12 Sht. 3 LATERAL LOADS - SEISMIC Maximum Base Shear, V = F SDs W Eq. 12.14-11 R where, F = 1.1 Two -Story Building SDS = 1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, SS > 1.25) R = fi.5 Table 12.14-1 W = Seismic Weight For W: Wmof = ( 24 ft ) ( 36 ft ) (16 psf) + Whoor = (24ft) (53 ft) (14 psf) + Design Base Shear, V = ( .169) (49 kip ) E = 8.2 kip 1.4 WIND Design Wind Pressure, ps = A KZ, IW P$30 where, �= 1.00 0-15ft = 1.00 20 ft = 1.00 25 ft (2) (24ft+ 36ft) (4.Oft) (9.5psf) = 18kips (2) (24ft+ 53 ft 8.5 ft (9.5psf) = 30 kips W total =49kpki s 8.2 kip 5.9 kip Exposure B Kn = 1.00 Iw = 1.00 Pao = 10.4 psf 85 mph Po • 15 = ( 1.00 ) ( 1.00 ) (1014 psf) ( 1.00 ) = 10.40 psf P20 = ( 1.00 ) ( 1.00 ) (10.4 psf) ( 1.00 ) = 10.40 psf Pts = ( 1.00 ) ( 1.00 ) (10.4 psf) ( 1.00 ) = 10.40 psf Eq. 6-1, Sect. 6.4.2.1 Figure 6-2 Section 6.5.7 Section 6.5.5 Figure 6-2 Design Base Shear: (Wind) Vero= (24ft) (10ft) (10.4 psf) + (24ft) (5ft) (10.4psf) + ( 16ft) (5ft) (10.4psf)=4.6kips V.,S= (58ft) (10ft) 00.4psf) + (38ft) (5ft) (10.4psf) + (38ft) (5ft) (10.4psf) =10.0 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2012, SEGA Engineers SEGA Engineers , Project 1-2-1660 • structural & Civil Consulting Engineers Job No. 12-082 By: GAT 22939 SE 292nd PL (360) 886-1017 - Black Diamond, WA 98010 Checked Date: 09/06/12 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 5.9 k F; = w., V (Eq. 12.14-12) w F..f= (18.4) (5.9k) = 2.2 kip (48.6) 30.2) ( 5.9 k) = 3.7 kip ( 48.6 ) F. = 5.9 kip Copyright 2012, SEGA Engineers SEGA Engineers . PROJECT Structural & Civil Consulting Engineers JOB NO. 2 —o'er FIGURED BY y A 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 /LEET CHECKED BY DATEO"'�� SH'OF r_....._..__A L IrL�'1 v 7A moi'= 2�9 Svc' Copyright 2012, SEGA Engineers 56-, 0.)v j.J✓-Ir- O-1 ) �'1z ACA Copyright 2012, SEGA Engineers 56-, 0.)v j.J✓-Ir- O-1 ) SEGA-Engineers / PROJECT L Structural & Civil Consulting Engineers 22939 SE 292nd Place JOB NO. I -Z FIGURED 13Y (-�AT Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DAT"E/L:�6//e SHEET (, OF Lot Jy Y' +- *3 'f�- 3,j'4- 4'- t �414t L , > L vo!� ),n IrT Copyright 2012, SEGA Engineers SEGA Engineers, PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (300) 006-1017 - FAX 886-1010 CHECKED BY SIqEAR.UJALL KEY PLAN (ITP.'4 FLArw L2 - 1660 12-062 FIGURED BY GAT DATE 09/06/12 SHEET 1 01 L L U a i Q W v a a N Cl) Y N M t9 It If U N (�0� N N O O w �3 UU L? O M O o U N (�0� MM`` Q m V V ELLm_c °m ot c E L O E O w �3 U L? 41) O O Cz CO [� co co ELLm_c °m ot c E L O E O L r al O (J O L in '0N C N F- z vi O m .0 U A< C y °D 3_c0 - CV L w �3 41) U f�6 .0 N to N L O tV N c L to C L r al O C in '0N C N F- z W O m .0 U m C y °D 3_c0 - CV L m N c a m wpm CL c WO c N N tV :3O U N O N E Oin ... C .c c .D U O N _O °? D> ° - m m ami m 3L� a� 0 w m O O rn vi O p °= cc E 'D O m °a N 7 r0 -0 E o a? W c ° E - v c. O m O O E U C Y N c L N r0 o n 3 w 3-M E v a mu,z. 3= n° (D g- 'a crnmorn '.E y v N -D c v °°m 0 m e L E =_ o O E L W D cL N - m C U v O i O D a - f6 ►- O w N L° a = '77 °"0 �• .a N w 0) m mva -C 07 o a v X w "-- c a� y O o .y' !>7 .0 a O C U N c MM E C X 7 y m 3 c m 3-='n E �' E _ O D aN O N Q1 E O N c Q ..- :S O 2 3 O .� ,; N p z w �3