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Home My WebLink AboutBB21 00123 PERMIT CENTER RESIDENTIAL Building Permit Application Department of Community Development * 345 - 6th Street, Suite 600 * Bremerton * WA * 98337-1873 (360)473-5275 * Fax (360) 473-5278 * www.ci.bremerton.wa.us Applicant:OwnerContractorAuthorizedAgent Site Address: _________________________________________________________________ To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOROWNER Name:Name: Address:Address: City, State, Zip:City, State, Zip: License # & Exp. Date:Phone #:( ) Bremerton Business License:Authorized Agent Name: Contact Name:Address: Contact Phone #:( )City, State, Zip: Email address:Phone #: ( ) Tax ID/Parcel #:Email address: SewerSeptic What is the application for? (Please check) New Construction Alteration Addition NEW SINGLE-FAMILY RESIDENCE RESIDENTIAL REBUILD NEW DUPLEX RESIDENTIAL ADDITION NEW MANUFACTURED HOME RESIDENTIAL REPAIR or ALTERATION NEW GARAGE/CARPORT NEW ACCESSORY BUILDING OTHER: _________________________ DEMOLITION ______sf Interior ______sf Exterior** ______sf Foundation Wall** ______sf Roof / Section** ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES NO Scope of work proposed: Square Footage:1st FloorBasement Building: 2nd FloorOther 1st Floor Deck(s) Covered Garage: 2nd Floor Deck(s) Uncovered Valuation Plan Review FeePermit Fee Total Fees Surcharge Tech Fee Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee. Applicant's Signature Print NameDate (Continued on back) Rev. June 2016 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project InformationContact Information Qfsnju!$ CC32!11234 Soundview EstatesHarbor Custom Development, Inc Plan3041 - ElevationA, Garage Left11505 Burnham Dr, Ste 301 Gig Harbor, WA 98332 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative _________________________________________________Date ___________________________ All Climate Zones aa R-ValueU-Factor b Fenestration U-Factor n/a0.30 Skylight U-Factorn/a0.50 b,e Glazed Fenestration SHGC n/an/a kj Ceiling49 0.026 g,m,n Wood Frame Wall 21 int0.056 h i 21/21 Mass Wall R-Value0.056 g 30 Floor0.029 c,m Below Grade Wall 10/15/21 int + TB0.042 d Slab R-Value & Depth 10, 2 ftn/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 3.Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 4.Additions less than 500 square feet: .5 credits Table R406.2 Summary Description OptionCredit(s) 1aEfficient Building Envelope 1a0.5 1bEfficient Building Envelope 1b1.0 1cEfficient Building Envelope 1c2.0 1dEfficient Building Envelope 1d0.5 2aAir Leakage Control and Efficient Ventilation 2a0.5 0.5 2bAir Leakage Control and Efficient Ventilation 2b1.0 2cAir Leakage Control and Efficient Ventilation 2c1.5 3aHigh Efficiency HVAC 3a1.0 1.0 3bHigh Efficiency HVAC 3b1.0 3cHigh Efficiency HVAC 3c1.5 3dHigh Efficiency HVAC 3d1.0 4High Efficiency HVAC Distribution System1.0 5aEfficient Water Heating 5a0.5 0.5 5bEfficient Water Heating 5b1.0 5cEfficient Water Heating 5c1.5 1.5 5dEfficient Water Heating 5d0.5 6Renewable Electric Energy0.5*1200 kwh 0.0 Total Credits3.50 *Please refer to Table R406.2 for complete option descriptions ğĬƌĻ wЍЉЋ͵Њ͵Њ CƚƚƷƓƚƷĻƭ For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. g Reserved. h Reserved. i The second R-value applies when more than half the insulation is on the interior of the mass wall. j Reserved. k For single rafter- or joist-vaulted ceilings, the insulation may be reduced to R-38. l Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. ğĬƌĻ wЍЉЋ͵Њ͵Ќ CƚƚƷƓƚƷĻ ğ Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop-downs and boxes that are applicable to your project. As you make selections in the drop-downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project InformationContact Information Soundview EstatesHarbor Custom Development, Inc Plan 3041 - Elevation Awith GarageLeft11505 Burnham Dr, Ste 301 Gig Harbor, WA 98332 Heat Pump All Other Systems Heating System Type: To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions 41 Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft)3,041 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft)9.027,369 Glazing and Doors U-FactorXArea=UA Instructions 0.300449134.55 Skylights U-FactorXArea=UA Instructions 0.500--- Insulation Attic U-FactorXArea=UA Instructions 0.0261,74045.24 Single Rafter or Joist Vaulted Ceilings U-FactorXAreaUA Instructions ---0________ Above Grade Walls (see Figure 1) U-FactorXAreaUA Instructions 0.056 2,790156.24 Floors U-FactorXAreaUA Instructions 0.0291,74050.46 Below Grade Walls (see Figure 1) U-FactorXAreaUA Instructions 0.0280________ Slab Below Grade (see Figure 1) F-FactorXLengthUA Instructions 0.3030--- Slab on Grade (see Figure 1) F-FactorXLengthUA Instructions ---0________ Location of Ducts Instructions Duct Leakage Coefficient 1.00 Sum of UA386.49 Envelope Heat Load15,846Btu / Hour Figure 1. Air Leakage Heat Load12,119Btu / Hour Above Grade Building Design Heat Load27,965Btu / Hour Air Leakage + Envelope Heat Loss Below Grade Building and Duct Heat Load27,965Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output39,151Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump Window, Skylight and Door Schedule Project InformationContact Information Soundview EstatesHarbor Custom Development, Inc Plan3041 - ElevationAGarageLeft11505 Burnham Dr, Ste 301 Gig Harbor, WA 98332 WidthHeight InchInch Ref.U-factorQt.FeetFeetAreaUA Exempt Swinging Door (24 sq. ft. max.) 0.00.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.00.00 Vertical Fenestration (Windows and doors) ComponentWidthHeight InchInch DescriptionRef.U-factorQt.FeetFeetAreaUA 60 Main 2gl, Low-e1 1/2" + argon0.3015527.58.25 06 Main 2gl, Low-e1 1/2" + argon0.3023321.06.30 06 Main 2gl, Low-e1 1/2" + argon0.3016533.09.90 00 Main 2gl, Low-e1 1/2" + argon0.3016848.014.40 06 Main 2gl, Low-e1 1/2" + argon0.3015527.58.25 06 Main 2gl, Low-e1 1/2" + argon0.3014418.05.40 0.00.00 00 Upper 2gl, Low-e1 1/2" + argon0.3013412.03.60 00 Upper 2gl, Low-e1 1/2" + argon0.3018864.019.20 00 Upper 2gl, Low-e1 1/2" + argon0.3023318.05.40 06 Upper 2gl, Low-e1 1/2" + argon0.3015212.53.75 06 Upper 2gl, Low-e1 1/2" + argon0.3015212.53.75 00 Upper 2gl, Low-e1 1/2" + argon0.3014520.06.00 66 Upper 2gl, Low-e1 1/2" + argon0.3014420.36.08 00 Upper 2gl, Low-e1 1/2" + argon0.3015525.07.50 90 Upper 2gl, Low-e1 1/2" + argon0.3024547.514.25 0.00.00 88 Interior to Exterior0.2012617.83.56 00 Interior to Exterior0.2013824.04.80 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 Sum of Vertical Fenestration Area and UA448.5130.38 Vertical Fenestration Area Weighted U = UA/Area0.29 Overhead Glazing (Skylights) Component WidthHeight InchInch DescriptionRef.U-factorQt.FeetFeetAreaUA 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 Sum of Overhead Glazing Area and UA0.00.00 Overhead Glazing Area Weighted U = UA/Area0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 448.5130.38 Qfsnju!$ CC32!11234 Permit Center Dept. of Community Development th 345-6Street, Suite 600*Bremerton*WA*98337-1873 WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 2015 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. Option 1. Whole house Ventilation Using Exhaust Fans (IRC Section M1507.3.4) ________ CFMExhaust Fan Flow Rating Per Table M1507.3.3(1)and multiplied by factor in Table M1507.3.3(2) (attached). Location of whole house exhaust fan(s) must be shown on the plans. The intermittent mechanical ventilation system shall operate at least one hourout of every four when designed for intermittent operation in accordance with Table M1507.3.3(2). Fan Controls: 24 hour clock timer capableof continuous operation, with manual and automatic control,&beaccessible Whole house fans located 4 feet or less from the interior grilleshall have a sone rating of 1.0or less at 0.1 inches w.g.per HVI 915 (2009) At the time of final inspection, the automatic control shall be set to operate the whole-house fan according to the schedule used to calculate the whole-house fan sizing. Outdoor air shall be distributed to each habitable room by individual outdoor air inlets with controllable and secure openings, provide at least 4 sq. in. of opening for each space, located at least 10 feet from appliance ducts, and located away from where objectionable odors, fumes and vapors are present. Option 2.Whole house Ventilation Integrated with a Forced Air Heating System (IRC Section M1507.3.5) ________ inch Fresh air duct, connected to the furnace return plenum, sized Per SectionM1507.3.3. 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 directlyinto 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 as specified in Section M1507.3.2. The required flow rate shall be verified by field testing with a flow hood or a flow measuring station. 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 M1507.3.6) ________ inch Outdoor air inlet duct, connected to the furnace supply air stream, sized Per Table M1507.6.2. (attached) Fresh Air inlet:Back-draft Damper plus one of the following:(Choose one) Calibrated manual volume damper installed and set to meet the measured flow rates in Table 1507.3.3(1)(attached) by field testing uctions. A manual volume damper installed and set to meet the measured flow rates specified in Table M1507.3.3(1)by field testing with a flow hood or flow measuring station. An automatic flow-regulating device sized to the specified flow rate in Table M1507.3.3(1) 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 Option 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. Flow measurement grids shall be installed on the supply and return. System minimum flow rating shall not be less than specified in Table M1507.3.3(1). 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 aminimum of R-4 General Requirements At the time of final inspection, the automatic control time shall be set to operate the whole house fan according to the schedule used for the calculation. 24-hour clock timer installed with capability of continuous operation, manual and automatic control, readily accessible. system operation description. Standard air leakage caulking shall be installed in the following locations (WSEC Table R402.4.1.1): a)Wiring / plumbing / duct register penetrations b)Rim joist / mud sill (heated lower floors) c)Light fixture / flue penetrations d)Around window and door frames Airflow between fresh air ports OR openable screened windows and whole-house fan ensured by undercut RC M1507.3) REFERENCE TABLES Table M1507.3.3(1) Continuous Whole House Ventilation System Airflow Rate Requirements (cfm) Number of Bedrooms 2 Floor Area (ft) 0-12-34-56-7>7 <15003045607590 1501300045607590105 30014500607590105120 450160007590105120135 6001750090105120135150 >7500105120135150165 Table M1507.3.3(2) Intermittent Whole House Mechanical Ventilation Factors Run-Time Percentage in Each 4-Hour Segment 25% 33% 50% 66% 75% 100% Factor 4 3 2 1.5 1.3 1.0 Table M1507.3.6.2 Prescriptive Supply Fan Duct Sizing Specified Volume Minimum Smooth Minimum Flexible Duct from Table Duct Diameter Diameter M1507.3.3(1) 5090 cfm 4 inch 5 inch 90-150 cfm 5 inch 6 inch 150-250 cfm6 inch7 inch 250-400 cfm7 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, 8 th Edition- Residential Load Calculation. ACCA Manual N- Commercial Load Calculation. WSEC: www.energy.wsu.edu/code Qfsnju!$ CC32!11234 N.L. OLSON & ASSOCIATES, INC. ENGINEERING, PLANNING AND SURVEYING September 24, 2018Project Number: 10133-17 Attn:Attn:Sterling Griffin Harbor Homes 11515 Burnham DR NW Gig Harbor, WA 98332 Subject:Geotechnical Engineering ReportProposed ResidentialDevelopmentWerner Road Preliminary Plat Bremerton, Washington Dear Mr.Griffin; This geotechnical investigation was preformed to provide geotechnical engineering recommendationsfor the proposed development. Ifwecan be offurtherassistanceorifyouhaveanyquestionsregardingthisproject,please contact our office. Sincerely, Wesley R. Johnson, P.E. Geotechnical Division Manager P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282Fax: (360) 876-1487 \\\\SERVER\\Shared Folders\\NLO Projects\\10133 Sterling Harbor Custom Homes-Werner Rd.-Survey, geotech & Planning\\Geotech\\geo report 9 24 2018.doc TABLEOFCONTENTS INTRODUCTION .......................................................................................................................... 1 S ITE LOCATION............................................................................................................................ 1 S ITE C ONDITIONS........................................................................................................................ 1 P ROPOSED D EVELOPMENT.......................................................................................................... 1 Subsurface Investigation ........................................................................................................ 2 Site Material Conditions ......................................................................................................... 2 Groundwater ........................................................................................................................... 3 A VAILABLE G EOLOGIC AND S OILS I NFORMATION........................................................................... 3 Washington Division of Geology and Earth Resources .......................................................... 3 Kitsap County Washington, Geologic Map Unit ..................................................................... 3 USDA Soil Conservation Service ........................................................................................... 4 S LOPE R ECONNAISSANCE AND H ISTORICAL L ANDSLIDE R ESEARCH.............................................. 5 Slope Reconnaissance ........................................................................................................... 5 Slope Stability Review ............................................................................................................ 5 S EISMIC G ROUND S HAKING P ARAMETERS.................................................................................... 6 S EISMIC F AULT L INES R EVIEW..................................................................................................... 6 CONCLUSIONS ........................................................................................................................... 7 S ITE P REPARATION AND G RADING............................................................................................... 8 S TRUCTURAL F ILL....................................................................................................................... 9 S URFACE AND G ROUND W ATER................................................................................................... 9 S HALLOW F OUNDATIONS............................................................................................................. 9 S ETTLEMENT.............................................................................................................................10 Subsurface Drainage ............................................................................................................10 F LOOR S LABS...........................................................................................................................10 T EMPORARY AND P ERMANENT S LOPES......................................................................................11 Temporary Slopes ................................................................................................................11 Permanent Cut Slopes .........................................................................................................11 Permanent Fill Slopes ..........................................................................................................11 EROSIONCONSIDERATIONS ...............................................................................................12 R OAD S UBGRADES AND P AVED P ARKING...................................................................................12 D ETENTION F ACILITIES..............................................................................................................13 Pond Berm Construction ......................................................................................................13 Pond Linear ..........................................................................................................................13 REPORT LIMITATIONS .............................................................................................................14 FIGURES VICINITY MAP ........................................................................................................ FIGURE 1 SITE SKETCH ......................................................................................................... FIGURE 2 SOIL CONSERVATION SERVICES .................................................................... FIGURE 3 DEETER SLOPE STABILITY MAPPING ................................................................ FIGURE 4 SEATTLE FAULT .................................................................................................... FIGURE 5 APPENDIX ATEST PIT LOGS GEOTECHNICAL ENGINEERING REPORT PROPOSED RESIDENTIALDEVELOPMENT WERNER ROAD PRELIMINARY PLAT BREMERTON, WASHINGTON INTRODUCTION N.L. Olson and Associates, INC., (N.L. Olson) is pleased to submit our geotechnicalengineering reportfor the subject property. In this report, N.L. Olson has provided recommendations forthe proposed development consisting of single family residences, paved drivesand parking as well as other site improvements. The subject property also has been categorized as a moderate geologic hazard area per the City of Bremerton Ordinance No. 4965, 20.14.600–Critical Areas as designated by Kitsap County geologic hazardous mapping. This report also presents ourassessment of slope comprising thesubject property. SITE LOCATION The property isrectangularin shape and located at the termination of Werner Road, Bremerton, WA and by Section 20, Township 24 North, Range 1 East, W.M., in Kitsap County, Washington as shown on the Vicinity Map on Figure 1. SITE CONDITIONS The approximately 100acre property is bordered by a mix of undeveloped land and commercial development.Anexisting access drive has been constructed along the length of the parcel. The generalsitetopographyconsistedof a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. A ridgeline was observed that descended from the hill top southward. Thepredominantsloperesiding along the property was slope area, ravine,descending from the hill top eastward towards HWY3.The slopes comprising this area ranged from15percentto50percent.Further discussion of the site topography has been provided in the slope reconnaissance section of this report. Thesite hasbeen logged and revegetated with tall grass, Douglas fir, large leaf maple and brush. PROPOSED DEVELOPMENT As presently conceived, the proposed development will consist of 298single-family residences, associated parking, utilities and landscape areas. We anticipate the residences will be one to two-stories and of light wood frame construction. The buildings’ footing loads areanticipated to be light to moderate. At the time of this report, a conceptual plan has beenprepared for this siteby the project civil engineer. The proposed lot layoutswith site improvements has been shown on the Site Plan, Figure 2. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282Fax: (360) 876-1487 \\\\SERVER\\Shared Folders\\NLO Projects\\10133 Sterling Harbor Custom Homes-Werner Rd.-Survey, geotech & Planning\\Geotech\\geo report 9 24 2018.doc Werner Road Preliminary Plat September24, 2018 Page 2 In order to provide access to the single family residences, an access drive of about 7,500 linear feet with a spur road of about 500 feet has been planned within perimeter of the proposed development. Cuts and fills may range up to 15 feet to 20 feet along portions of the roadway area,throughoutthe subject property and permanent fill slope areas. To provide a level area for the placement of single family residences, apermanent50 percent fill slope has been proposedwith the fill slope location shown on the Site PlanFigure 2. The permanent slope area will be roughly 1,100 feet in length by 150 feet wide. Stormwater from the proposed development will be mitigated by means of a stormwater detention facilities located on the west, south and north sides of the proposed development. The preliminary plan indicates the detention pond facility will require cuts and fill up to ten (10)feet. N.L. Olson has identified the storm pond locations have been shown on Figure 2. The available information for the proposed storm ponds has been provided in Table 1. Detention Ponds Table 1 Detention FacilityDimensionsTop of Pond Berm (el)Bottom of Pond (el) West Storm Pond160 feet x 130 feet South Storm Pond440 feet x 110feet 445437 North Storm Pond300 feet x 225feet Note: We understand the pond will be lined to prevent infiltration into the underlying soil. Subsurface Investigation The site soil conditions were explored on March 27, 2018and Mar 28, 2018, by excavating 24 test pits at various locations throughout the site, including the proposed access road alignment, andstorm detention facilities. The subsurface exploration work was performed with a John Deere 350DTrack-hoeprovided by client. The test pits ranged down to a maximum depth of 15feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2.The test pits logs have been included in Appendix A of this report. Site Material Conditions A 2” to 8” thick layer of topsoil was generally encounteredthroughout the subject property that was underlain by medium dense to dense silty sand(SM) and sandysilt (ML) with gravel, cobbles and roots. In general, basalt was encountered throughout the subject property and ranged from near surface to a depth of13 feet below current site grades. The basalt was overlain by silty sand and in localized areas by fine grained soils comprised of silt (ML) and lean clay (CL). Along the interface of the basaltat various locations,a thin layer of weathered rock mixed with heavily iron oxide stained silty sandwas observed. Below the weathered zone, the basaltgraded from slightly weathered to fresh with a material strength that ranged from strong to very strong. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 3 Groundwater At the time of our fieldwork, ground water in the form of wet soils or seepage was encountered at roughly 3 feet to 11 feet below current site grades in test pitsTP-4, TP-13, TP-14, TP-16, TP-18, TP-19 and TP-21. For additional information concerning the site’s soil conditions please see the test pit logs included in Appendix A. AVAILABLE GEOLOGIC AND SOILS INFORMATION Washington Division of Geology and Earth Resources The Washington Division of Geology and Earth Resources (WDGER), Geologic Map of Washington – Northwest Quadrant, dated 2002, indicates the property is located in an area of the lower middle Eocene Crescent Formation. The lower-Middle Eocene Crescent Formation consist of tholeiitic basaltic flow breccia, filled tubes, and volcanicalstic conglomerate, gabbro dikes and sills, locally contains thin interbeds of basaltic tuff, red argillite, limestone, silt stone, rare andecite, dacite, and rhyolite, marine of pillowed-dominated lower part grades into a flow dominated partially by non-marine near top and local columnar jointing, altered to palgonite, chlorite, zeolite or epidote. Washington Minerals on the “Geology of the Crescent Formation as downloaded from www.washingtonminerals.com/cres.html-9/25/07” states that the “Crescent Formation is of the Late Paleocene to middle Eocene (62-48Ma). The Crescent Formation is comprised of a large volume of submarine/subaerial basalt. The Crescent basalts are among the oldest basalts in (1) this region and makeup the basement of the Coastal range. Babcock et al. (1992)concluded that the Crescent Formation basalts erupted into a subsiding rift basin along the western coast approximately 60 mya. Exposure of the Crescent Formation can be found as a continuous swath defining the northern, eastern, and southeastern edge of the Olympic Peninsula. Based on gravity studies, the Crescent Formation is thought to extend eastward beneath the Puget Sound to Seattle. Most of the Crescent Formation, especially on its eastern edge, is covered with Quaternary glacial till deposits.” (1)Babcock, R. S., Burmester, R. F., Engebretson, D. C., Warnock, A., and Clark, K. P., 1992, A rifted margin origin for the Crescent basalts and related rocks in the northern Coast Range Volcanic Province, Washington and British Columbia: Journal of Geophysical Research, v. 97, no. B5,p. 6799-6821. Kitsap County Washington, Geologic Map Unit The Kitsap County Washington, Geologic Map Unit, Washington State Department of Natural Resources, open file Report 2005-3 dated 2005 was reviewed for the geologic mapping of the subject property. The referenced geologic mapping indicated the Fraser glaciation was the last of the major glaciations to have occurred in this region and ended roughly11,000 years ago. During the final glaciation,several thousand feet of ice containing clays, silt, sand, gravel and boulders originated in British Columbia advanced into the Puget Sound lowlands. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 4 In regards to the subject property, the predominant sediment from the Fraser glaciation consisted of Continental Recessional Outwash (Q),Advance ContinentalRecessional go Outwash (Q), and Glacial till (Q). NLO has provided a further discussion of the materials gagt comprising the site below. Glacial Till (Q), locally, this material is known as "hardpan," and consisted of an gt unsorted, unstratified, highly compacted very dense mixture of clay, silt, sand, gravel and boulders.The material is generally deposited and glacially overridden. Continental Recessional Outwash (Q), N.L. Olson inferred that the Qoccurred as the gogo glacial receded given the normal consolidation of the material. The Qmaterial can go consist of clay, silt, sand, gravel, cobbles, and boulders depositedby streams flowing or standing water conditions that may occur as the glaciers retreated. For the project area, the recessional outwash consisted of medium stiff to stiff clayey sand with minor gravel deposited on the glacial till. Advance Continental Recessional Outwash (Q), The Qmaterial can consist of clay, gaga silt, sand, gravel, cobbles, and boulders depositedby streams flowing from the advancing glacier. For the project area, the Qga was observed as poorly graded sand with silt located below the level of the glacial till. Because this material was glacially overridden the relative density ranges from dense to very dense. USDA Soil Conservation Service N.L. Olsonhas utilized the USDA Soil Conservation Service (SCS) to develop a listing of soils along the proposed development. N.L. Olsonhas shown the soil mappingon Figure3, with a soil summary provided in Table 2, and a brief SCS soil description in the following: USDA Soil Conservation Service Kitsap County Area, Washington Table 2 Map Unit numberMap Unit NamePercent slope 2Alderwood gravelly sandy loam6to 15%slopes 25Kilchis very gravelly sandy loam, 15 to 30 %slopes 26Kilchis very gravelly sandy loam, 30 to 70 %slopes 27Kilchis-Shelton complex, 30 to 50 %slopes 32McKenna gravelly loam0 to 6%slopes 2)Alderwood very gravely sandy loam (6% to 15% slopes), permeability of the Alderwood soil is rapidabove the hard pan and the run off is slow. The water erosion hazard is slight. 25)Kilchis very gravely sandy loam (15% to 30% slopes), this shallow well drained soil is on ridge crests and side slopes. It is formed in residuum from basalt. Permeability ofthe Kilchis soil is moderately rapid. Runoff is rapid, and the water erosion hazard is moderate. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 5 26)Kilchis very gravely sandy loam (30% to 70% slopes), Permeability of the Kilchis soil is moderately rapid. Available water capacity is low. Runoff is rapid, and the water erosion hazard is severe. 27)Kilchis-Shelton complex,thesesoils formed in the material weathered from basalt or glacial till. The Kilchis soil is shallow and well drained and resides on ridge crests and side slopesand formed from material derived from basalt. Depth of basalt ranges down to about 16 to 20 inches. The Shelton soils permeability is rapid to the cemented pan and very slow through the pan. Runoff is very rapid and hazard of erosion is very severe. SLOPE RECONNAISSANCEAND HISTORICAL LANDSLIDE RESEARCH Slope Reconnaissance As part of our fieldwork, the slope area comprising the property was examined for indications of instability. Indications of slope instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and coarsegrain material overlaying silt and clay soils. At the time of our slope reconnaissance, the slope on the property appeared stable. The discussion of our slope reconnaissance is as follows; As mentioned, the generalsite topography consistedof a hill top roughly centered along the west side of the project area with slopes descending from the hill top to the east and to the north. The elevation of the hilltop based on KitsapLIDAR information was el 585. A ridgeline was observed that descended from the hill top southward. The grades along the ridgeline descended to about el 500 over a horizontal distance of about 1,450 feet. To the north similar gradients and elevations were observed. The primary slope was the ravine that overlooks SR3 to the east. The general slope along the ravine ranged fromroughly 500 feet, vertical distance above the level of SR3, which was about el 75. The subject property wasgenerally between elevations of el 550 and el 400 with slope gradients. During our reconnaissance, rock outcrops and bedrock as shallow as 1 foot to 2 feet below current site grades were observed in the areas of TP-12, TP-13 and TP-14. At the time of our site of our reconnaissance, the subject property appeared stable and N.L. Olson did not observe areas exhibiting erosion. Slope Stability Review A review of “Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979 was performed in preparation of this report.The area proposed for development and associated slope areas have been classified as stable and intermediate. Thenorthwest, south and east areas of the property have been classified as intermediate. The slope stability mapping for this area has been shown on Figure 4 of this report. Stable slopes generally rise less than 15 percent in grade, except in local areas of low groundwater concentration or competent bedrock. Stable slopes include rolling uplands P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 6 and lowlands underlain by stable material such as unweathered till and/or peat deposits which, although inherently weak have no significant slope. Intermediate slopes are generally steeper than 15 percent except where conditions such as weaker material and/or abundant groundwater exist. Identified areas include slopes of sand andgravel, till, or thin soils over bedrock that has no known failures. SEISMIC GROUND SHAKING PARAMETERS N.L Olson has reviewed the seismic design criteria per 2015 International Building Code (IBC) for the proposed building. The site’s ground acceleration was performed per Kitsap County Guidelines. The PGA was based on the following location 47.54975°N, 122.70417°WLongitude for Risk CategoryI/II/III withSite Soil ClassificationSite Class C – “Very Dense Soil and Soft Rock”. The interpolated probabilistic ground motion values (PGA) for Horizontal peak acceleration and spectral acceleration are as provided in the following Table 3. Seismic Ground Shaking Summary, Table 3 ApproximateSpectral Acceleration (g), Site Class C, Probability Return PeriodPeriod (sec) Of exceedance years0.2 sec1.0 sec 2% in 50 years24751.5620.609 InternationalBuilding Code (IBC) - 2015Ground Shaking Parameters N.L Olson has reviewed the 2015 IBC to provide a design peak ground acceleration value for the proposed construction based on a seismic zone, Site Soil Classification (C)– “Very Dense Soil. 2015IBC Ground Shaking Parameters, Table 4 USGS–Provided Output Seismic Parameters Values Mapped Spectral Acceleration Short Period (S)1.562 S Mapped Spectral Acceleration for One Second (S)0.609 1 C Site Class Short period Site Coefficient (F)1.0 a 1-second Site Coefficient (F)1.3 v MCE Spectral Response Acceleration for short period (S=SxF)1.562 MSSa MCE Spectral Response Acceleration for one second (S=SxF)0.791 M11V Design Spectral Response Acceleration for Short Period (S=2/3xS)1.041 DSMS Design Spectral Response Acceleration for one second (S=2/3xS)0.528 D1M1 Design Peak Ground Acceleration (PGA=SDS x 0.4)PGA=0.42 Note: For information on how the Sand Svalues above have been calculated from S1 probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. SEISMIC FAULT LINES REVIEW NLO has reviewed the “Kitsap County, Washington, Fault Lines”, dated 2006 and USGS geological mapping. Our review of the above referenced information indicates the following faults are in close proximity to the proposed development: P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 7 The Seattle Fault resides roughly 2,000 feet to the north and south and trends east to west from Hood Canal to the Cascades, passing below Bremerton and Bainbridge Island. This fault is capable of magnitude 7.1 to 7.4 seismic events with the most recentseismic event occurring roughly 1,100 years ago. In our opinion, the project area does not appear to reside on any “known faults” as described above. N.L. Olsonhas provided a figure illustrating slope stability per the Kitsap County,Figure 5. CONCLUSIONS Following our review of City of Bremerton, Ordinance No. 4965, section 20.14.600, Geologic Hazardous Areas, N.L. Olson concluded the site has been classified as a potential geologic hazard area as bulleted below. N.L. Olson has observed slope gradients on averageof 30 percentto 50 percent with slope heights in excess of 10 feet. Theprimary steep slope comprising the subject property resided along the east side of the proposed development, which has been designated intermediate stability per “Quaternary Geology and Stratigraphy of Kitsap County", - Jerald Deeter 1979. The SCS indicated the subject area has a rapid runoff and the water erosion hazard and asevere to very severe erosion potential. As observed in N.L. Olson’ssubsurface explorationprogram, the primary material that underlies the subject property was basalt that ranged in depth from near surface to about 13 feet. Based on the material encountered during our subsurface exploration, in our opinion, the potential for large scale sliding or deep-seated rotational failures in the proposed development, resulting from the proposed construction appears negligible if the site improvements are constructed per our provided design and specifications. In order to enhance the long-term stability ofthe slopes and minimize erosion, the surface runoff from the proposed development will need to be directed away from slope areas to prevent uncontrolled flow over these areas. If uncontrolled flow does occur in significant quantity, the underlying slope areas could undergo severe to very severe erosion. Support for the single family residence can be provided using a shallow foundation system bearing on competent native soil, bedrock or structural fill. The access drives and parking areas can also be similarly supported. Due to varying material conditions, we recommend an allowable soil bearing pressure of 2,000 pounds per square feet (psf). The shallow foundation recommendations have been provided later in this report. This report has been prepared for specific application to this project only and in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently acting under similar conditions in this area for the exclusive use of client and theirrepresentatives. No warranty, expressed or implied, is made. This report, in its P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 8 entirety, should be included in the project contract documents for the information of the contractor. SITE PREPARATION ANDGRADING All pavement, fill and/or building areas should be stripped of all sod, and debris. In most areas, a topsoil stripping depth of 2 inches to 6 inches should be anticipated in the proposed building and paved drive areas. Deeper over excavations will be warranted to remove organic laden soil, uncontrolled fill, large tree root-balls, foundations, septic tanks and associated drainfields, and pockets of unsuitable soils. Stripped soils, contaminated with organics or debris should be wasted off site or used in landscape areas. Following site stripping in areas not underlain by bedrock, and prior to the fill placement, the exposed subgrade should be proof rolled and compacted to a firm, unyielding condition using vibratory equipment of appropriate size and type capable of developing a minimum dynamic compaction effort rating of at least 25,000 pounds with a static drum weight of 13,000 pounds. Compaction of the stripped subgrade should be continued until field density tests show that a minimum compaction of 95% of the maximum dry density, asdetermined by ASTM method D- 1557, has been achieved in all fill, building, and roadway. Any soft or weaving areas disclosed during proof rolling should be excavated and replaced with compacted structural fill. Areas, which are to be filled to bring the building subgrade up to the desired elevation, should be filled with compacted granular material free from roots, organics, trash or other deleterious materials. We recommend that site preparation and grading should be undertaken and completed during dry weather. However, if grading in building or pavement areas is necessary during wet weather, and time does not permit allowing the soils to drain, we recommend that all excavated soil be removed from the site or set aside in covered stockpiles, and imported materials such as structural fillfor grading operations. During dry weather, most soils that are compactable and non-organic can be used as structural fill. At the time of our subsurface exploration, the on-site silty sand soil appear suitable for structural fill use, provided grading operations are preformed during dry weather. Native soils with a fine content greater than 5 percent passing the 200 sieve will degrade if exposed to excessive moisture. Compaction and grading of these materials will be difficult if soil moisture significantly increases beyond the optimum moisture content. If compaction of on-site soils cannot achieved because of elevated moisture levels then structural fill material may be required for grading operations. Our initial subsurface exploration preformed with a John Deere 350D Track-hoe indicates highly weathered and iron oxide stained rock overlies unweathered basalt. We expect that the weathered and fractured rock will be rippable by mechanical means with a large excavator. The basalt that appeared slightly weathered as observed in the outcrops and below the weathered rock zone may require large excavation equipment, orhydraulic hammer.Rock excavated during construction could also be utilized for a source of crushed rock during grading operation and other construction needs for this project. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 9 STRUCTURAL FILL Structural fill is defined as compacted fill placed under buildings or pavements that consist of free draining gravelly sand having a maximum size of 1-1/2 inches and with not more than 5.0% fines passing the No. 200 sieve. All imported fill material should conform to the above recommendation regardless of site weather conditions. All structural fill should be placed on a firm, properly prepared subgrade in loose layers approximately 8 inches in thickness, conditioned to a moisture content suitable for compaction, and compacted to 95% of the maximum dry density as determined by ASTM D-1557. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. SURFACE AND GROUND WATER Only minor storm water related problems are anticipated if grading and site preparation work are undertaken during the drier portions of the year. If site work is undertaken during wet weather it should be expected that the near surface silty and fine-grained soils will become over-saturated and unworkable. If the site work is undertaken during wet weather the contractor should be fully prepared to deal with soil and water problems normally encountered in these materials during wet weather work, including the filtering of runoff, as needed to prevent the siltation of down slope areas. To aid in minimizing potential erosion, it is recommended that the site should not be stripped and left without erosion protection for an extended period of time prior to the actual start of construction and/or landscaping. Silt fencing and other erosion control devices and measures may be required to control water runoff and sediment transport off the site. It should be anticipated that perched water flows or water flows developed during periods of wet weather may occur in excavations as shallow as one to two feet below the existing site grades or atop the bedrock. In that we are unable to predict where or when this might occur we recommend that any development of seeps or flows be treated as a construction/maintenance problem. Surface runoff from roofs, paved drive and hard surfaced areas should be intercepted, collected and disposed of awayfrom the structures and steep slope areas. The discharge must be directed where the collected surface runoff will not impact structures, walls, or properties down slope of this area. SHALLOW FOUNDATIONS During our subsurface exploration work, varying soiland rock conditions were encountered on the site. In the proposed building areas, loose to medium dense soils were encountered 13feet below current site grades. The loose to medium dense soil was underlain by bedrock. In the following, we have provided foundation recommendations for the proposed structures. We anticipate the proposed residencesfoundation subgrade areas will reside on medium dense native soils, structural fillor bedrock. Due to varying material conditions, we recommend an allowablesoil bearing pressure of 2,000 pounds per square feet (psf). The continuous and P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 10 column footing system must bear on properly compacted structural fill, dense undisturbed native soil or good quality bedrock. For frost protection, the shallow footings should have a minimum embedment depth of 18 inches below adjacent grade. A base friction coefficient of 0.35 is considered appropriate for the expected underlying soils conditions. An ultimate passive equivalent fluid earth pressure for retaining structures,considering a horizontal ground surface, of 250 pcf is available to develop additional resistance to lateral pressures. The upper two feet of soil should be neglected when calculating the passive resistance. A 1/3 increase in the above value may be usedfor short duration wind, and seismic loads. We recommend that all footing subgrade areas be inspected by N.L. Olson representative to verify if additional over excavation will be required or adequate foundation subgrade soils have been reached. All loose or saturated soils to include the highly fractured and weathered bedrock, must be removed from the footing subgrade area prior to the placement concrete formwork and rebar. Fill material intended to be used for structural fill will need to be approvedby a representative of our firm at least one to two weeks prior to placement. Structural fill placement should be done in accordance to the structural fill section discussed in Site Preparation and Grading Section in this report. SETTLEMENT Based on anallowable soil bearing pressures presented above a total settlement in the range of one inch is anticipated with a differential settlement of about ½ inch over a span distance of 50 feet. Most of the anticipated settlement should occur as construction dead loads are applied. Subsurface Drainage To preclude groundwater build-up adjacent to the building’s footing system, we recommended a perforated four-inch diameter pipe – Schedule 40 perforated PVC Pipe. The pipe’s perforations must be placed down at the footing subgrade elevation around the foundation perimeter. The footing drainage system should be bedded in sand and gravel and designed to carry any accumulated water away from the structure to an appropriate discharge area. Roof drainage shall not be connected to the footing drains but may use the same outfall piping if connected well away from the building such that roof water will not backup into the footing drains. FLOOR SLABS Slab-on-grade floors may be supported on properly placed and compacted structural fill or on the medium dense to very dense in-situ native soils, and bedrock, following preparation as outlined above. A capillary break/drainage layer consisting of six inches of pea gravel, or clean crushed rock should be placed below the floor slab. The capillary break material should contain less than 1.0% material passing a U.S. No. 200 sieve and less than 4.0% material passing a U.S. No. 10 sieve. A visqueen vapor barrier having a minimum thickness of 6-mils should be placed between the capillarybreak and the floor slab. We understand that a sand cushion between the vapor barrier and the base of the slab may improve the curing of the slab concrete. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 11 If a sand cushion is placed between the capillary break material or the vapor barrier and the slab,it should not contain free moisture when the slab is constructed. Excess moisture in the cushion could cause impervious floor coverings to bubble. TEMPORARY AND PERMANENT SLOPES Temporary Slopes As a preliminary guideline for temporary slopes less than 10feet in height, we recommend temporary slopes be made no steeper than 1H:1V for the dense granular soils and no steeper than 2H:1V in medium dense soils or structural fill placed in a manner described earlier in this report. Bedrock cut slopes must be determined at the time of excavation. For temporary cut slopes in existing fill, topsoil, or loose materials over 10 feet in height we recommend temporary slopes no steeper than 1 1/2H:1V for the full height of the cut. Temporary slopes or excavations should be benched as required by safety regulations in effect at the time of construction. The provided temporary slope recommendations are for native soils and fill materials; flatter slopes may be required in wet weather or if soil conditions other than those previously described are encountered. The contractor should be aware that slope height, slope inclination, and excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations;e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. Such regulations are strictly enforced and, if not followed, the owner, the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties. The contractor should be made responsible for the stability of all excavations and slopes during construction because they are continually on site and can observe the stability of the exposed soils. In addition, the contractor should be prepared to shore unstable slope area and provide shoring as required by local, state, or federal laws or codes. The provision of shoring design recommendations is beyond the authorized scope of this report. Permanent Cut Slopes In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. It is recommended that permanent cut and fill slopes should not be steeper than 2H:1V (50%). fill slopes and fill should placed in accordance with the requirements of Appendix J of the International Building Code (2015edition) or per the requirements presented below in the permanent fill slopes section below. Permanent Fill Slopes It is our opinion that fill slopes may be constructed, provided the fill is placed and compacted in a manner that is consistent with recommendations presented in the structural fill section of this report. In areas where fills are made on slopes steeper than 20% the subgrade shall be benched prior to fill placement. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 12 temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. The procedure for placing fill along the slope should consist of excavating a keyway “to be determined”feet in width along the toe of the planned fill. The keyway shall be excavated into dense to very dense undisturbed soils a minimum of “to be determined”feet.The slope above the keyway should then be cut into a series of horizontal to slightly inclined benches. The slope gradient may vary with the width of the benches. Typically, a wider bench will be required for a flatter slope. The fill slope shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1V) for this project. We anticipate that subsurface groundwater seepage will migrate above the dense soil or bedrock into the fill and potentially destabilize the underlying fill slope area. Prior to fill placement, we recommend the installation of subsurface drains along the back portions of the fill benches. The soils selected for structural fill used for fill slope construction shall meet the criteria mentioned in the structural fill section of this report. Recommendations for fill placement on slopes are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. EROSION CONSIDERATIONS During construction and until fully surfaced and/or landscaped, the exposed site soils may be subject to erosion. Erosion of exposed soils would be most noticeable during periods of intense rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. All disturbed soil areas and slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully established prior to the onset of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. In a disturbed condition the site soils may be eroded by channelized water or sheet flow storm runoff. Therefore, it is recommended that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotected soils. In order to enhance the long-term stability of the slope, the surface runoff from the proposed development will need to be collected and directed away from slope areas. ROAD SUBGRADES AND PAVED PARKING The site will utilize and improve and existing road alignmentthat accesses through the site. Road construction will require bedrock excavation and grading activities that may require rock fracturing along the proposed road alignments. Road improvements may include grade P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 13 adjustments, widening, grubbing, clearing and widening, sidewalks and underground utilities. In addition, the site has experienced previous logging activity, as such, a network of primitive roads and skid trails has been developedthroughout the property. Some of the existing primitive road alignments may be incorporated in the proposed new road construction. DETENTION FACILITIES As previously conceived, the proposed north and south detention pond areas were preliminarily designed assuming that the pond berms and bottom would reside within bedrock.To prevent seepage from occurring from the proposed detention facilities, the ponds’ wetted areas was to be lined with a geo membrane or equivalent material. However, during our subsurface exploration program, loose to medium dense soil conditions were encountered in the south and north detention pond areas. Based on the encountered soil conditions, N.L Olson has recommended additional field work, slope stability analysis and laboratory analysis to meet the requirements for completing geotechnical slope evaluation per City of Bremerton Ordinance No. 4965, 20.14.600 – Critical Areas. Pond Berm Construction The fill berms will need to be benched in per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization for in-situsoil conditions. The slope composing the fill berm shall be overbuilt, compacted and cut back to the 2H:1V slope configuration. Permanent fill slopes shall not exceed a grade of (2H:1V) for this project. The soil selected for the pond berms shall meet the textural classification requirements per Kitsap County Storm Water Management Ordinance and Design Manual for Berm Embankment/Slope Stabilization, Item 3 page 5-30 and the USDA Textural triangle. If the pond berm requirements cannot be meet, then a pond linear should be considered to prevent pond water penetration into or below the underlying berm and pond bottom. It is recommended that permanent cut slopes not exceed 2H:1V (50%). Fill slopes should not be steeper than 2H:1V (50%). In areas where steeper slopes are required, retaining structures should be provided. It should be anticipated that, if steeply cut, the near surface soils may be subject to caving, and sloughing will occur as the soils are exposed to drying. All temporary cuts and excavations should be sloped or shored in accordance with local, state and federal requirements. Recommendations for fill berm placement and pond berm construction recommendations are provided solely as a service to our client. NLO, under no circumstances, assumes liability for the site with regard to safety or other construction activities directed by the contractor. Pond Linear A PVC geo-membrane could be utilized to minimize infiltration and groundwater seepage into the underlying slope area and soil, NLO has provided recommendations for lining the pond area with a 30 mil PVC geo-membrane. The liner will require a two feet minimum thickness of soil P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 Werner Road Preliminary Plat September24, 2018 Page 14 above the membrane for UV and installation protection. To minimize sliding of material placed on top of the membrane, NLO recommends the slope area should be benched and the membrane applied on a series of benches. REPORT LIMITATIONS This report has been prepared for the clientregarding the subject property. Information presented in this report has been collected and interpreted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions, and in accordance with sound and generally accepted principles consistent with normal consulting practice. No other warranty, expressed or implied, including (but not limited to) any warranty or merchantability or fitness for a particular use has been made. In the event that change in the nature, design, or location of the proposed construction is made, or any physical changes to the site occur, recommendations are not be considered valid unless the changes are reviewed by NLO and conclusions of this report are modified or verified in writing. NLO should be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation. Any site involving sloping terrain has inherent risk of earth movement. As a result, the CLIENT agrees to accept full responsibility for all risks associated with steep slopes. The CLIENT acknowledges that this risk cannot be completely eliminated and that engineering and geologic analysis is intended to reduce the inherent risk associated with slopes. No amount of geotechnical engineering and geologic analysis can provide a guarantee of stable slopes. Geotechnical engineering and geologic analyses are based heavily on subjective interpretation, professional judgment, and opinion regarding the physical conditions at a specific site. Subsurface conditions are only documented at those points where samples were taken and interpolation and extrapolation is necessary between and around sample locations. Conditions can vary between samples and can change over time due to natural processes and/or human activity. Analyses and recommendations provided in this report are based in partupon the data obtained from the subsurface exploration. P.O. Box 6372453 Bethel Avenue Port Orchard, Washington 98366 Phone: 1(800) 755-1282 Fax: (360) 876-1487 APPENDIX A SUBSURFACE EXPLORATION DISCUSSION TEST PIT LOGS The site soil conditions were explored on March 27, and Mar 28, 2018 by excavating 24 test pits at various locations throughout the site, including proposed access road alignments, storm and detention facilities. The subsurface exploration work was performed with a John Deere 350D Track-hoe subcontracted provided by client. The test pits ranged down in depths to 15 feet below current site grades. The approximate test pit locations are shown on the attached Site Plan, Figure 2. The test pits logs have been included in this Appendix. Field observation during our geotechnical investigation indicates that general site conditions consist of a thin mantle of exposed soilunderlain by bedrock. Thebed rock or basalt had a degree of weathering was gauged with a rock hammer along with visual observation of heavy Iron Oxide staining. Moderately weathered rock that was moderately hard, tightly fracturedand heavily Iron Oxide stained exhibited a dull “thud” when struck with a rock hammer. Hard and slightly weathered basalt exhibited a sharp “ping” when struck with a rock hammer. Slightly weathered material also required more than one blow with the rock hammer to break an intact hand sample. Stratification lines designating the interface between soil types in subsurface exploration logs represent approximate boundaries. The transition between materials may be gradual. The depths represented on our test pits logs were referenced to present site grades encountered during our subsurface exploration work. The subsurface exploration logs and related information depicts conditions only at the specific locations and at the particular time designated on the logs. The passage of time may result in a change of subsurface conditions at these exploration locations. Subsurface conditions at other locations may differ from conditions occurring at the exploration locations. The nature and extent of variations of subsurface conditions between explorations are not known. If variations appear during additional explorations or construction, reevaluation of recommendations in this report may be necessary. FMFWBUJPO!#B# HBSBHF!MFGU Cvjmejoh Efqbsunfou Qfsnju!$ Sfwjfxfe CC32!11234 S/Nfejob TABLE OF CONTENTS Project and Site Information ........................................................................................................... -Engineering Methods Explanation (201 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) -Wind Speed Determination - Applied Technology Council 1 -Seismic Spectral Response - -Satellite Image of Building Site and Surrounding Area -Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) Lateral Analysis ................................................................................................................................ -Project Lateral InformationDesign Settings and Site Information -Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor -Design Summary - Shear Wall Design and Hold Downs -Shear Results for Wind - Critical Response Summary -Shear Results for Seismic - Critical Response Summary -Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) -Plan Specific Lateral Items Gravity Load Analysis ..................................................................................................................... -Forte® Job Summary Report - List of Beams and Headers -Member ReportsIndividual Beams and Headers -Post Capacities Tables -Plan Specific Gravity Items Foundation ........................................................................................................................................ -1500 PSF Reinforced Concrete Pad Calculations -Continuous Concrete Footing with Stem Point Load Engineering -Restrained Retaining Walls if Present -Unrestrained Retaining Walls if Present -Plan Specific Foundation Items 1 201 International Building Code (IBC) 1 of 89 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are on the full size engineering sheets. The enclosed engineering calculations document the analysis. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the IBC. The cover sheet of the engineering specifies the engineering scope as lateraland gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10pplying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, anconnections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the NationalDesignSpecification(NDS) forWoodConstruction, the AllowableStressDesign (ASD) manualforengineeredwoodconstruction, WoodFrameConstructionManual(WFCM) forone-andtwo-familydwellings, and the LoadandResistanceFactorDesign (LFRD) manualforengineeredwoodconstruction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S and Ss, are used in the lateral model 1 to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model Wind: Wind load engineering follows the ASCE 7-10 method for all . The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the IBC have been traced through the structure. the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered . Loads to the foundation or soil have reinforced footings where required. 2 of 89 SnowLoading Calculation Site:SITESPECIFICLETTERREQUIREDFOREACHUSE Plan:3041AGL Job:200552 Threeresourcesfordeterminingsnowload: nd 1.SnowLoadAnalysis forWashington; 2EditionbytheStructuralEngineersAssociation ofWashington(SEAW).“Thisedition providesalargecolormap foreachhalfofthe state,with normalizedgroundsnowloadisolinesandelevationcontourstohelpreadily determinethegroundsnowloadanywhereinthestate”. 2.WABO/SEAWWhitePaper#8“GuidelinesforDeterminingSnowLoadsinWashington State”availableon www.seaw.org/publications 3.ASCE 7-10Chapter7SnowLoads GroundSnowLoad p: g (ASCE 7-10 7.2Extremevaluestatisticalanalysisusing 2%annualprobability of beingexceeded) Normalizedgroundsnowload(NGSL)=0.050 LotElevation= 500ft.fromGoogleEarth 1.Groundsnowload=NGSLxelevation= 0.050*500= 25 psf= p g 2.SEAWSnowLoadAnalysis forWashingtonAppendixA=Bremerton–15 PSF(@100 FT) RoofSnowLoad p: f ASCE 7-10 7.3Flatroofsnowload p= 0.7CCIp fetg ASCE 7-10 7.3.1 Cistheexposure factor= 1.0 for partiallyexposedstructure(table 7.2) e ASCE 7-10 7.3.2 Cisthethermalfactor= 1.1for heatedresidences(table7.3) t ASCE 7-10 7.3.3Iistheimportancefactor= 1.0 forresidences(table 1.5-2) ASCE 7-10 7.4Slopedroofsnowloads -noroofslopereductionCs taken ASCE 7-10 7.6 Trussedrooforslopeexceeding 7:12 –nounbalancedsnowloading p= 0.7CCIp fetg = 0.7* 1.0*1.1* 1.0* 25 p=19psf g = 0.7* 1.0*1.1* 1.0* 30 pg=23psf(30 pg from MinimumDesignCriteria) City of Bremertonminimumgroundsnowload 30 pg.“Snowloadtobeapproved bythe authority havingjurisdiction…”ASCE 7-107.2 HodgeEngineering,Inc. JohnE.HodgeP.E. 3733RosedaleSt,Suite200,GigHarbor,WA98335 3 of 89 (253)857-7055 SOFTWAREFOR WOOD DESIGN WoodWorks®Shearwalls WoodWorks® Shearwalls 11.1 200552 - Lateral Analysis.wswOct. 30, 2020 13:18:38 Project Information COMPANYANDPROJECT INFORMATION CompanyProject Hodge Engineering 3373 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 DESIGN SETTINGS Design CodeWind StandardSeismic Standard IBC 2015/AWC SDPWS 2015ASCE 7-10 Directional (All heights)ASCE 7-10 Load CombinationsBuilding Code Capacity Modification WindSeismic For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic1.001.00 0.60 Wind 1.00 Wind Service Conditions and Load DurationMax Shearwall Offset \[ft\] DurationTemperatureMoisture ContentPlanElevation FactorRangeFabricationService(within story)(between stories) - - 19% <=19%10% <=19%4.003.00 Maximum Height-to-width Ratio Wood panels FiberboardLumberGypsum WindSeismicWindSeismicBlockedUnblocked 3.53.5 - - - - - Ignore non-wood-panel shear resistance contribution...Collector forces based on... Applied loads WindSeismicHold-downs when comb'd w/ wood panelsAlwaysApplied loads Dragstruts Wall capacity Shearwall Relative Rigidity: SDPWS Equation 4.3-5 Perforated shearwall Co factor: Not allowed Non-identical materials and construction on the shearline: 3-term from SDPWS 4.2-1 Deflection Equation: 1 / 500 story height Drift limit for wind design: SITE INFORMATION WindSeismic ASCE 7-10 Directional (All heights)ASCE 7-10 12.8 Equivalent Lateral Force Procedure Category II - All others 110 mph Design Wind Speed RiskCategory Irregular 85 mph Serviceability Wind Speed Structure Type Exposure BBearing Wall Exposure Building System EnclosedD Enclosure Design Category 16 psfD Min Wind Loads: Walls Site Class 8 psf Roofs Spectral Response Acceleration 0.600g1.400g S1: Ss: Topographic Information \[ft\] ShapeHeightLength Fundamental PeriodE-WN-S 0.211s 0.211s T Used - - - - 0.211s 0.211s Site Location: Approximate Ta 0.296s 0.296s Maximum T Elev: 500ft Avg Air density: 0.0754 lb/cu ft Rigid building - Static analysis 6.50 6.50 Response Factor R 1.001.50 E-W loadsN-S loads Fv: Case 2 Fa: 1515 Eccentricity (%) 75% Loaded at 4 of 89 1 SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 200552- Lateral Analysis.wswWoodWorks®Shearwalls11.1Oct. 30, 202013:17:23 Level 1 of 2 58' 4" 56' 8" 55' E-1 2604 53' 4" 51' 8" 50' 48' 4" D-1 46' 8" 45' 43' 4" 41' 8" 40' 38' 4" 36' 8" 35' 33' 4" 31' 8" 30' 28' 4" 26' 8" 25' 23' 4" 21' 8" C-1 20' 3194 C-2 18' 4" C-3 16' 8" 15' 13'4" 11' 8" 10' 8' 4" 6' 8" 5' 3' 4" 1' 8" 1039 A-1 0' -1' 8" -3' 4" Factored shearline force (lbs)Unfactored applied shear load (plf) -5' Factored holddown force (lbs)Unfactored dead load (plf,lbs) CCompression force existsApplied point load or discontinuous shearline force (lbs) -6' 8" Vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.93; Flexible distribution -3' 4"-1' 8"0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40' 5 of 89 SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 200552- Lateral Analysis.wswWoodWorks®Shearwalls11.1Oct. 30, 202013:17:23 Level 2 of 2 58' 4" 56' 8" 55' E-1 1655 53' 4" 51' 8" 50' 48' 4" 46' 8" 45' 43' 4" 41' 8" 40' 38' 4" 36' 8" 35' 33' 4" 31' 8" 30' 28' 4" 26' 8" 25' 23' 4" 21' 8" C-1 20' 18' 4" 1783 C-2 16' 8" 15' 13'4" 11' 8" 10' 8' 4" 616 B-1 6' 8" 167 A-1 5' 3' 4" 1' 8" 0' -1' 8" -3' 4" Factored shearline force (lbs)Unfactored applied shear load (plf) -5' Factored holddown force (lbs)Unfactored dead load (plf,lbs) CCompression force existsApplied point load or discontinuous shearline force (lbs) -6' 8" Vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.93; Flexible distribution 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40' 6 of 89 SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 200552- Lateral Analysis.wswWoodWorks®Shearwalls11.1Oct. 30, 202013:17:23 Level 1 of 2 58' 4" 56' 8" 55' E-1 36483648 53' 4" 51' 8" 50' 48' 4" D-1 46' 8" 45' 43' 4" 41' 8" 40' 38' 4" 36' 8" 35' 33' 4" 31' 8" 30' 28' 4" 26' 8" 25' 23' 4" 21' 8" C-1 20' C-2 18' 4" 5719 C-3 16' 8" 15' 13'4" 11' 8" 10' 8' 4" 6' 8" 5' 3' 4" 1' 8" 1558 A-1 0' -1' 8" -3' 4" Factored shearline force (lbs)Unfactored applied shear load (plf) -5' Factored holddown force (lbs)Unfactored dead load (plf,lbs) CCompression force existsUnfactored uplift wind load (plf,lbs) -6' 8" Vertical element requiredApplied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40' 7 of 89 SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 200552- Lateral Analysis.wswWoodWorks®Shearwalls11.1Oct. 30, 202013:17:23 Level 2 of 2 58' 4" 56' 8" 55' E-1 15691569 53' 4" 51' 8" 50' 48' 4" 46' 8" 45' 43' 4" 41' 8" 40' 38' 4" 36' 8" 35' 33' 4" 31' 8" 30' 28' 4" 26' 8" 25' 23' 4" 21' 8" 2303 C-1 20' 18' 4" 2303 C-2 16' 8" 15' 13'4" 11' 8" 10' 8' 4" 582582 B-1 6' 8" 115115 A-1 5' 3' 4" 1' 8" 0' -1' 8" -3' 4" Factored shearline force (lbs)Unfactored applied shear load (plf) -5' Factored holddown force (lbs)Unfactored dead load (plf,lbs) CCompression force existsUnfactored uplift wind load (plf,lbs) -6' 8" Vertical element requiredApplied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40' 8 of 89 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls Structural Data STORY INFORMATION Hold-down StoryFloor/CeilingWallLength subject toBolt Elev \[ft\]Depth \[in\]Height \[ft\]shrinkage \[in\]length \[in\] 22.00 0.0 Ceiling 13.00 1'-4.0 9.00 20.0 20.5 Level 2 3.00 9.5 9.00 13.5 14.0 Level 1 2.00 Foundation BLOCKandROOF INFORMATION BlockRoofPanels Dimensions \[ft\]FaceTypeSlopeOverhang \[ft\] 2 Story E-W Ridge Block 1 2.00 0.00 10.00 Side18.5 Location X,Y =North 38.50 46.00 Side18.5 2.00 Extent X,Y = South 1.50 33.00 0.00 Hip26.6 Ridge Y Location, Offset East 30.00 7.50 Hip26.6 1.50 Ridge Elevation, Height West 2 Story N-S Ridge Block 2 0.00 6.50 Joined161.5 1.00 LocationX,Y =North 25.00 3.50 Gable90.0 1.00 Extent X,Y = South 12.50 0.00 Side26.6 1.00 Ridge X Location, Offset East 28.50 6.50 Side26.6 1.00 Ridge Elevation, Height West 2 Story N-S Ridge Block 3 10.50 4.00 Joined90.0 1.00 Location X,Y =North 14.50 2.50 Gable90.0 1.00 Extent X,Y =South 17.50 0.00 Side26.6 1.00 Ridge X Location, Offset East 26.00 3.50 Side26.6 1.00 Ridge Elevation, Height West 1 Story N-S Ridge Block 4 0.00 4.00 Joined90.0 1.00 Location X,Y = North 10.00 2.50 Gable90.0 0.00 Extent X,Y = South 10.00 5.00 Side90.0 1.00 Ridge X Location, Offset East 18.00 5.00 Side26.6 1.00 Ridge Elevation, Height West 1 Story N-S Ridge Block 5 0.00 0.00 Joined90.0 1.00 Location X,Y = North 20.00 4.00 Gable90.0 1.00 Extent X,Y = South 10.00 0.00 Side26.6 1.00 Ridge X Location, Offset East 18.00 5.00 Side26.6 1.00 Ridge Elevation, Height West 9 of 89 2 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEATHING MATERIALS by WALL GROUP SheathingFastenersApply GrpSurfMaterialRatngThickGUPlyOrGvtvSizeTypeDfEgFdBkNotes ininlbs/ininin ExtStruct ShOSB24/167/16-3Horz835008dNailN212Y1,2,3 1 2 ExtStruct Sh OSB24/167/16-3Horz835008dNailN612Y1,3 1Struct ShOSB24/167/16-3Horz835008dNailN312Y1,2,3 3 4 1Struct Sh OSB24/167/16-3Vert835008dNailN412Y1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP WallSpeciesGradebdSpcg SG E Standard Wall Grpininin psi^6 Hem-FirStud1.505.50160.43 1.20 1 Hem-FirStud1.505.50160.431.20 2 Hem-FirStud1.505.50160.431.20 3 Hem-FirStud1.505.50160.43 1.20 4 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 10 of 89 3 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS North-southTypeWallLocationExtent \[ft\]LengthFHSAspectHeight ShearlinesGroupX \[ft\]StartEnd\[ft\]\[ft\]Ratio\[ft\] Line 1 Level 2 Line 120.00 6.42 56.00 49.58 40.08 - 9.00 Wall 1-1Seg20.00 6.42 56.00 49.58 40.08 - - Segment 1-- 6.42 22.42 16.00 - 0.56 - Opening 1-- 22.42 27.42 5.00 - - 8.00 Segment 2-- 27.42 35.92 8.50 - 1.06 - Opening 2-- 35.92 40.42 4.50 - - 8.00 Segment 3-- 40.42 56.00 15.58 - 0.58 - Level 1 Line 120.00 0.00 56.00 56.00 46.50 - 9.00 Wall 1-1Seg20.00 0.00 56.00 56.00 46.50 - - Segment 1-- 0.00 10.25 10.25 - 0.88 - Opening 1-- 10.25 15.25 5.00 - - 8.00 Segment 2-- 15.25 16.75 1.50 - 6.00 - Opening 2-- 16.75 19.75 3.00 - - 8.00 Segment 3-- 19.75 56.00 36.25 - 0.25 - Line 2 Level 2 Line 2NSW10.00 4.33 6.42 2.08 0.00 - 9.00 Wall 2-1NSW10.00 4.33 6.42 2.08 0.00 1.00 - Line 3 Level 2 Line 3Seg220.00 4.33 56.00 51.67 12.00 - 9.00 Wall 3-1Seg220.00 4.33 16.33 12.00 12.00 0.75 - Level 1 Line 3Seg220.00 0.00 56.00 56.00 18.25 - 9.00 Wall 3-1Seg220.00 0.00 18.25 18.25 18.25 0.49 - Line 4 Level 1 Line 425.50 16.33 56.00 39.67 0.00 - 9.00 Wall 4-1NSW25.50 16.33 18.25 1.92 0.00 1.00 - Wall 4-2NSW26.00 49.00 56.00 7.00 0.00 - - Segment 1-- 49.00 49.50 0.50 - - - Opening 1-- 49.50 55.50 6.00 - - 8.00 Segment 2-- 55.50 56.00 0.50 - - - Line 5 Level 2 Line 5238.00 16.33 56.00 39.67 24.67 - 9.00 Wall 5-1Seg238.00 16.33 56.00 39.67 24.67 - - Segment 1-- 16.33 18.08 1.75 - 5.14 - Opening 1-- 18.08 21.08 3.00 - - 8.00 Segment 2-- 21.08 31.17 10.08 - 0.89 - Opening 2-- 31.17 34.17 3.00 - - 8.00 Segment 3-- 34.17 36.42 2.25 - 4.00 - Opening 3-- 36.42 41.42 5.00 - - 8.00 Segment 4-- 41.42 56.00 14.58 - 0.62 - Level 1 Line 5238.00 16.33 49.00 32.67 24.17 - 9.00 Wall 5-1Seg238.00 16.33 49.00 32.67 24.17 - - Segment 1-- 16.33 32.25 15.92 - 0.57 - Opening 1-- 32.25 35.25 3.00 - - 8.00 Segment 2-- 35.25 43.50 8.25 - 1.09 - Opening 2-- 43.50 46.50 3.00 - - 8.00 Segment 3-- 46.50 49.00 2.50 - 3.60 - East-westTypeWallLocationExtent \[ft\]LengthFHSAspectHeight ShearlinesGroupY \[ft\]StartEnd\[ft\]\[ft\]Ratio\[ft\] Line A Level 2 Line A24.50 10.00 20.00 10.00 5.50 - 9.00 Wall A-1Seg24.50 10.00 20.00 10.00 5.50 - - Segment 1-- 10.00 12.58 2.58 - 3.48 - Opening 1-- 12.58 17.08 4.50 - - 8.00 Segment 2-- 17.08 20.00 2.92 - 3.09 - Level 1 Line A10.00 0.00 20.00 20.00 6.00 - 9.00 Wall A-1Seg10.00 0.00 20.00 20.00 6.00 - - Segment 1-- 0.00 3.00 3.00 - 3.00 - Opening 1-- 3.00 17.00 14.00 - - 8.00 Segment 2-- 17.00 20.00 3.00 - 3.00 - 11 of 89 4 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line B Level 2 Line B26.50 0.00 20.00 20.00 5.50 - 9.00 Wall B-1Seg26.50 0.00 10.00 10.00 5.50 - - Segment 1-- 0.00 2.58 2.58 - 3.48 - Opening 1-- 2.58 7.08 4.50 - - 8.00 Segment 2-- 7.08 10.00 2.92 - 3.09 - Line C Level 2 Line C417.00 0.00 38.00 38.00 7.75 - 9.00 Wall C-1Seg419.50 11.50 15.50 4.00 4.00 2.25 - Wall C-2Seg416.50 20.00 38.00 18.00 3.75 - - Segment 1-- 20.00 21.25 1.25 - 7.20 - Opening 1-- 21.25 24.25 3.00 - - 8.00 Segment 2-- 24.25 28.00 3.75 - 2.40 - Opening 2-- 28.00 36.00 8.00 - - 8.00 Segment 3-- 36.00 38.00 2.00 - 4.50 - Level 1 Line C318.00 0.00 38.00 38.00 14.50 - 9.00 Wall C-1Seg320.50 11.75 19.75 8.00 8.00 1.13 - Wall C-2NSW18.50 20.00 25.50 5.50 0.00 - - Segment 1-- 20.00 21.08 1.08 - - - Opening 1-- 21.08 24.08 3.00 - - 8.00 Segment 2-- 24.08 25.50 1.42 - - - Wall C-3Seg316.50 25.50 38.00 12.50 6.50 - - Segment 1-- 25.50 28.50 3.00 - 3.00 - Opening 1-- 28.50 34.50 6.00 - - 8.00 Segment 2-- 34.50 38.00 3.50 - 2.57 - Line D Level 1 Line D49.00 26.00 38.00 12.00 0.00 - 9.00 Wall D-1NSW49.00 26.00 38.00 12.00 0.00 - - Segment 1-- 26.00 28.33 2.33 - - - Opening 1-- 28.33 34.33 6.00 - - 8.00 Segment 2-- 34.33 38.00 3.67 - - - Line E Level 2 Line E256.00 0.00 38.00 38.00 28.58 - 9.00 Wall E-1Seg256.00 0.00 38.00 38.00 28.58 - - Segment 1-- 0.00 3.83 3.83 - 2.35 - Opening 1-- 3.83 8.25 4.42 - - 8.00 Segment 2-- 8.25 16.17 7.92 - 1.14 - Opening 2-- 16.17 21.17 5.00 - - 8.00 Segment 3-- 21.17 38.00 16.83 - 0.53 - Level 1 Line E256.00 0.00 26.00 26.00 16.50 - 9.00 Wall E-1Seg256.00 0.00 26.00 26.00 16.50 - - Segment 1-- 0.00 3.75 3.75 - 2.40 - Opening 1-- 3.75 8.25 4.50 - - 8.00 Segment 2-- 8.25 16.17 7.92 - 1.14 - Opening 2-- 16.17 21.17 5.00 - - 8.00 Segment 3-- 21.17 26.00 4.83 - 1.86 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 12 of 89 5 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls Design Summary SHEARWALLDESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: C-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 13 of 89 6 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-SWForASD Shear Force \[plf\]Asp-CubAllowable Shear \[plf\]Resp. ShearlinesGpDirvvmaxV \[lbs\]IntExtIntExtCoCCmbV \[lbs\]Ratio Line 1 Level 2 Ln1, Lev2- S->N - - 894 - - - 339 - - 13569 - - N->S- - 808 - - - 339 - - 13569 - Wall 1-12S->N - - 894 - 1.0 - 339 - - 13569 - 2N->S - - 808 - 1.0 - 339 - - 13569 - Seg. 1- S->N22.3 - 357 - 1.0 - 339 - 33954160.07 - N->S20.2 - 322 - 1.0 - 339 - 33954160.06 Seg. 2- S->N22.3 - 190 - 1.0 - 339 - 33928770.07 - N->S20.2 - 171 -1.0 - 339 -33928770.06 Seg. 3- S->N22.3 - 347 - 1.0 - 339 - 33952750.07 - N->S20.2 - 314 - 1.0 - 339 - 33952750.06 Level 1 Ln1, Lev1- S->N - - 2198 - - - 339 - - 15741 - - N->S - - 2019 - - - 339 - - 15741 - Wall 1-12S->N - - 2198 - 1.0 - 339 - - 15741 - 2N->S - - 2019 - 1.0 - 339 - - 15741 - Seg. 1- S->N47.3 - 484 - 1.0 - 339 - 33934700.14 - N->S43.4 - 445 - 1.0 - 339 - 33934700.13 Seg. 2- Both0.0 - 0 - 1.0 - 339 - 339 - - Seg. 3- S->N47.3 - 1713 - 1.0 - 339 - 339122710.14 - N->S43.4 - 1574 - 1.0 - 339 - 339122710.13 Line 3 Level 2 Ln3, Lev2- S->N - - 1977 - - - 339 - - 4062 - - N->S - - 1797 - - - 339 - - 4062 - Wall 3-12S->N164.7 - 1977 - 1.0 - 339 - 33940620.49 2N->S149.7 - 1797 - 1.0 - 339 - 33940620.44 Level 1 Ln3, Lev1- S->N - - 4182 - - - 339 - - 6178 - - N->S - - 3926 - - - 339 - - 6178 - Wall 3-12S->N229.1 - 4182 - 1.0 - 339 - 33961780.68 2N->S215.1 - 3926 - 1.0 - 339 - 33961780.64 Line 5 Level 2 Ln5, Lev2- S->N - - 599 - - - 339 - - 8350 - - N->S - - 596 - - - 339 - - 8350 - Wall 5-12S->N - - 599 - 1.0 - 339 - - 8350 - 2N->S - - 596 - 1.0 - 339 - - 8350 - Seg. 1- Both0.0 - 0 - 1.0 - 339 - 339 - - Seg. 2- S->N24.3 - 245 -1.0 - 339 -33934130.07 - N->S24.2 - 244 - 1.0 - 339 - 33934130.07 Seg. 3- Both0.0 - 0 - 1.0 - 339 - 339 - - Seg. 4- S->N24.3 - 354 - 1.0 - 339 - 33949370.07 - N->S24.2 - 353 - 1.0 - 339 - 33949370.07 Level 1 Ln5, Lev1- S->N - - 1548 - - - 339 - - 8181 - - N->S - - 1545 - - - 339 - - 8181 - Wall 5-12S->N - - 1548 - 1.0 - 339 - - 8181 - 2N->S - - 1545 - 1.0 - 339 - - 8181 - Seg. 1- S->N64.1 - 1019 - 1.0 - 339 - 33953880.19 - N->S63.9 - 1018 - 1.0 - 339 - 33953880.19 Seg. 2- S->N64.1 - 528 - 1.0 - 339 - 33927930.19 - N->S63.9 - 527 - 1.0 - 339 - 33927930.19 Seg. 3- Both0.0 - 0 - 1.0 - 339 - 339 - - E-WWForASD Shear Force \[plf\]Asp-CubAllowable Shear \[plf\]Resp. ShearlinesGpDirvvmaxV \[lbs\]IntExtIntExtCoCCmbV \[lbs\]Ratio Line A Level 2 LnA, Lev2- Both- - 115 - - - 339 - - 1142 - Wall A-12Both- - 115 - 1.0 - 339 - - 1142 - Seg. 1- Both19.5 - 50 - .57 - 194 - 1945020.10 Seg. 2- Both22.1 - 64 - .65 - 219 - 2196400.10 Level 1 LnA, Lev1- W->E- - 1485 - - - 833 - - 3333 - - E->W- - 1558 - - - 833 - - 3333 - 14 of 89 7 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEAR RESULTS (flexible wind design, continued) WallA-11W->E- - 1485 - 1.0 - 833 - - 3333 - 1^E->W- - 1558 -1.0 - 833 - - 3333 - Seg. 1- W->E247.4 - 742 -.67 - 556 -55616670.45 - E->W259.6 - 779 -.67 - 556 -55616670.47 Seg. 2- W->E247.4 - 742 -.67 - 556 -55616670.45 - E->W259.6 - 779 -.67 - 556 -55616670.47 Line B Level 2 LnB, Lev2- Both- - 582 - - - 339 - - 1142 - Wall B-12Both- - 582 - 1.0 - 339 - - 1142 - Seg. 1- Both99.1 - 256 - .57 - 194 - 1945020.51 Seg. 2- Both111.9 - 326 - .65 - 219 - 2196400.51 Line C LnC, Lev2- Both- - 2303 - - - 495 - - 3305 - Wall C-14Both306.4 - 1225 - .89 - 495 - 44017590.70 Wall C-24Both- - 1077 - 1.0 - 495 - - 1546 - Seg. 1- Both0.0 - 0 - 1.0 - 495 - 495 - - Seg. 2- Both287.2 - 1077 - .83 - 412 - 41215460.70 Seg. 3- Both0.0 - 0 - 1.0 - 495 - 495 - - Level 1 LnC, Lev1- W->E- - 5692 - - - 638 - - 8117 - - E->W- - 5719 - - - 638 - - 8117 - Wall C-13W->E447.4 - 3579 - 1.0 - 638 - 63851040.70 3^E->W449.5 - 3596 - 1.0 - 638 - 63851040.70 Wall C-33W->E- - 2113 - 1.0 - 638 - - 3013 - 3^E->W- - 2123 - 1.0 - 638 - - 3013 - Seg. 1- W->E298.3 - 895 - .67 - 425 - 42512760.70 - E->W299.7 - 899 - .67 - 425 - 42512760.70 Seg. 2- W->E348.0 - 1218 - .78 - 496 - 49617370.70 - E->W349.6 - 1224 - .78 - 496 - 49617370.70 Line E Level 2 LnE, Lev2- Both- - 1569 - - - 339 - - 9484 - Wall E-12Both- - 1569 - 1.0 - 339 - - 9484 - Seg. 1- Both47.7 - 183 - .85 - 288 - 28811050.17 Seg. 2- Both56.0 - 443 - 1.0 - 339 - 33926800.17 Seg. 3- Both56.0 - 943 - 1.0 - 339 - 33956980.17 Level 1 LnE, Lev1- Both- - 3648 - - - 339 - - 5374 - Wall E-12Both- - 3648 - 1.0 - 339 - - 5374 - Seg. 1- Both191.5 - 718 - .83 - 282 - 28210580.68 Seg. 2- Both229.8 - 1819 - 1.0 - 339 - 33926800.68 Seg. 3- Both229.8 - 1111 - 1.0 - 339 - 33916360.68 Legend: WGp-Walldesign groupdefined inSheathingandFramingMaterials tables, where it showsassociated StandardWall. "^"means that thiswall is critical for all walls in the Standard Wall group. ForDir-Directionof wind forcealongshearline. v- Design shear force on segment = ASD factored shear force per unit FHS vmax-Collectorshear force forperforatedwallsasperSDPWSeqn. 4.3-8 = V/FHS/Co. Fullheight sheathing(FHS) factored fornarrowsegments as per 4.3.4.3 V-ASD factoredshear force. Forshearline: totalshearline force. Forwall:totalof allsegmentsonwall. Forsegment: forceonsegment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co-Adjustment factor forperforatedwalls fromSDPWSEquation4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb-Combined interiorandexteriorunitshearcapacity including perforatedwall factorCo. V – Total factored shear capacity of shearline, wall or segment. Crit Resp–Responseratio = v/Cmb = design shear force/unit shearcapacity. "S" indicates that thewind design criteriorwascritical inselecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 15 of 89 8 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls Flexible Diaphragm Seismic Design SEISMIC INFORMATION LevelMassAreaStory Shear\[lbs\]Diaphragm ForceFpx\[lbs\] \[lbs\]\[sq.ft\]E-WN-SE-WN-S 31497 1726.5 6030 6030 6030 6030 2 36532 1739.5 3738 3738 6819 6819 1 68029 - 9768 9768 - - All Legend: Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.187 D unfactored; 0.131 D factored; total dead load factor: 0.6 - 0.131 = 0.469 tension, 1.0 + 0.131 = 1.131 compression. 16 of 89 9 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEAR RESULTS (flexible seismic design) N-SWForASD Shear Force \[plf\]Asp-CubAllowable Shear \[plf\]Resp. ShearlinesGpDirvvmaxV \[lbs\]IntExtIntExtCoCCmbV \[lbs\]Ratio Line 1 Level 2 Ln1, Lev2- Both - - 1311 - - - 242 - - 9692 - Wall 1-12Both - - 1311 - 1.0 - 242 - - 9692 - Seg. 1- Both32.7 - 523 -1.0 - 242 -24238690.14 Seg. 2- Both32.7 - 278 - 1.0 - 242 - 24220550.14 Seg. 3- Both32.7 - 510 - 1.0 - 242 - 24237680.14 Level 1 Ln1, Lev1- Both - - 2277 - - - 242 - - 11244 - Wall 1-12Both - - 2277 - 1.0 - 242 - - 11244 - Seg. 1- Both49.0 - 502 -1.0 - 242 -24224780.20 Seg. 2- Both0.0 - 0 - 1.0 - 242 - 242 - - Seg. 3- Both49.0 - 1775 - 1.0 - 242 - 24287650.20 Line 3 Level 2 Ln3, Lev2- Both - - 1827 - - - 242 - - 2902 - Wall 3-12Both152.3 - 1827 - 1.0 - 242 - 24229020.63 Level 1 Ln3, Lev1- Both - - 2905 - - - 242 - - 4413 - Wall 3-12Both159.2 - 2905 - 1.0 - 242 - 24244130.66 Line 5 Level 2 Ln5, Lev2- Both - - 1083 - - - 242 - - 5964 - Wall 5-12Both - - 1083 - 1.0 - 242 - - 5964 - Seg. 1- Both0.0 - 0 - 1.0 - 242 - 242 - - Seg. 2- Both43.9 - 443 - 1.0 - 242 - 24224380.18 Seg. 3- Both0.0 - 0 - 1.0 - 242 - 242 - - Seg. 4- Both43.9 - 640 - 1.0 - 242 - 24235260.18 Level 1 Ln5, Lev1- Both - - 1656 - - - 242 - - 5844 - Wall 5-12Both - - 1656 - 1.0 - 242 - - 5844 - Seg. 1- Both68.5 - 1090 - 1.0 - 242 - 24238490.28 Seg. 2- Both68.5 - 565 - 1.0 - 242 - 24219950.28 Seg. 3- Both0.0 - 0 - 1.0 - 242 - 242 - - E-WWForASD Shear Force \[plf\]Asp-CubAllowable Shear \[plf\]Resp. ShearlinesGpDirvvmaxV \[lbs\]IntExtIntExtCoCCmbV \[lbs\]Ratio Line A Level 2 LnA, Lev2- Both- - 167 - - - 242 - - 816 - Wall A-12Both- - 167 - 1.0 - 242 - - 816 - Seg. 1- Both28.5 - 74 - .57 - 139 - 1393590.21 Seg. 2- Both32.2 - 94 -.65 - 157 -1574570.21 Level 1 LnA, Lev1- Both- - 1039 - - - 595 - - 2381 - WallA-11Both- - 1039 -1.0 - 595 - - 2381 - Seg. 1- Both173.2 - 520 - .67 - 397 - 39711900.44 Seg. 2- Both173.2 - 520 -.67 - 397 -39711900.44 Line B Level 2 LnB, Lev2- Both- - 616 - - - 242 - - 816 - Wall B-12^Both- - 616 - 1.0 - 242 - - 816 - Seg. 1- Both104.7 - 271 - .57 - 139 - 1393590.75 Seg. 2- Both118.3 - 345 - .65 - 157 - 1574570.75 Line C LnC, Lev2- Both- - 1783 - - - 353 - - 2361 - Wall C-14^Both237.2 - 949 - .89 - 353 - 31412570.76 Wall C-24^Both- - 834 - 1.0 - 353 - - 1104 - Seg. 1- Both0.0 - 0 - 1.0 - 353 - 353 - - Seg. 2- Both222.4 - 834 - .83 - 295 - 29511040.76 Seg. 3- Both0.0 - 0 - 1.0 - 353 - 353 - - Level 1 LnC, Lev1- Both- - 3194 - - - 456 - - 5798 - Wall C-13Both251.0 - 2008 - 1.0 - 456 - 45636460.55 Wall C-33Both- - 1185 - 1.0 - 456 - - 2152 - Seg. 1- Both167.4 - 502 - .67 - 304 - 3049110.55 Seg. 2- Both195.3 - 683 - .78 - 354 - 35412410.55 Line E Level 2 LnE, Lev2- Both- - 1655 - - - 242 - - 6774 - 17 of 89 10 200552 -Lateral Analysis.wswOct. 30, 2020 13:18:38 WoodWorks®Shearwalls SHEAR RESULTS (flexible seismic design, continued) WallE-12Both- - 1655 - 1.0 - 242 - - 6774 - Seg. 1- Both50.3 - 193 -.85 - 206 -2067900.24 Seg. 2- Both59.1 - 468 -1.0 - 242 -24219140.24 Seg. 3- Both59.1 - 995 -1.0 - 242 -24240700.24 Level 1 LnE, Lev1- Both- - 2604 - - - 242 - - 3839 - Wall E-12Both- - 2604 - 1.0 - 242 - - 3839 - Seg. 1- Both136.7 - 513 - .83 - 202 - 2027560.68 Seg. 2- Both164.0 - 1299 - 1.0 - 242 - 24219140.68 Seg. 3- Both164.0 - 793 - 1.0 - 242 - 24211690.68 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v- Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 18 of 89 11 JOB SUMMARY REPORT 200552 MFR GIRDER TRUSSES (FOR LOAD REF ONLY) Member NameResultsCurrent SolutionComments GT1Passed1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam GT2Passed1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam GT3Passed1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam ROOF FRAMING Member NameResultsCurrent SolutionComments R1Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 R2Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 R3Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 R4Passed1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam R5Passed1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 R6Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 R7Passed1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 R8Passed1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 R9Passed1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 R10Passed1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam UPPER FLOOR FRAMING Member NameResultsCurrent SolutionComments U1Passed1 piece(s) 16" TJI® 210 @ 19.2" OC U2Passed1 piece(s) 16" TJI® 210 @ 19.2" OC U3Passed2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL U4Passed1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam U5Passed1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 U6Passed1 piece(s) 6 x 12 Hem-Fir No. 2 U7Passed1 piece(s) 6 x 12 Hem-Fir No. 2 U8Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U9Passed1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 U10Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U11Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U12Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U13Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U14Passed1 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL U15Passed2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL U16Passed2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL U17Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U18Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U19Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U20Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U21Passed1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 U22Passed1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 U23Passed1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U24Passed2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL MAIN FLOOR FRAMING Member NameResultsCurrent SolutionComments M1Passed1 piece(s) 9 1/2" TJI® 110 @ 19.2" OC M2Passed1 piece(s) 9 1/2" TJI® 110 @ 19.2" OC M3Passed1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 M4Passed1 piece(s) 4 x 12 Hem-Fir No. 2 M5Passed1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0 Hodge Engineering (253) 857-7055 File Name: 200552 joe@hodgeengineering.com 19 of 89 Page 1 / 43 MEMBER REPORT PASSED MFR GIRDER TRUSSES (FOR LOAD REF ONLY), GT1 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)4843 @ 4"12251 (5.50")Passed (40%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)4339 @ 2' 1"21790Passed (20%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)46876 @ 20' 1/4"71212Passed (66%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)1.142 @ 20' 1/4"1.969Passed (L/414)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)2.139 @ 20' 1/4"2.625Passed (L/221)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Critical positive moment adjusted by a volume factor of 0.89 that was calculated using length L = 39' 4 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Stud wall - HF5.50"5.50"2.17"225725864843Blocking 2 - Stud wall - HF5.50"5.50"2.17"225725864843Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 40' 1/2"N/A26.1-- 1 - Uniform (PSF)0 to 40' 1/2" (Top)5' 2"16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 20 of 89 File Name: 200552 joe@hodgeengineering.com Page 2 / 43 MEMBER REPORT PASSED MFR GIRDER TRUSSES (FOR LOAD REF ONLY), GT2 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)788 @ 4"12251 (5.50")Passed (6%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)513 @ 1' 2 1/2"10057Passed (5%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)1113 @ 3' 5 1/2"17078Passed (7%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)0.007 @ 3' 5 1/2"0.313Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 3' 5 1/2"0.417Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Stud wall - HF5.50"5.50"1.50"341447788Blocking 2 - Stud wall - HF5.50"5.50"1.50"341447788Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 11"N/A12.0-- 1 - Uniform (PSF)0 to 6' 11" (Top)5' 2"16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 21 of 89 File Name: 200552 joe@hodgeengineering.com Page 3 / 43 MEMBER REPORT PASSED MFR GIRDER TRUSSES (FOR LOAD REF ONLY), GT3 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)9695 @ 19' 8"12251 (5.50")Passed (79%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)8047 @ 18' 2"18437Passed (44%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)49083 @ 9' 2 5/8"55667Passed (88%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)0.476 @ 10' 1 1/16"0.967Passed (L/487)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.849 @ 10' 11/16"1.289Passed (L/273)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 19' 4". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Stud wall - HF5.50"5.50"2.99"298836636651Blocking 2 - Stud wall - HF5.50"5.50"4.35"415155449695Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 20'N/A22.1-- 1 - Uniform (PSF)0 to 8' 2" (Top)2'16.825.0ROOF 2 - Uniform (PSF)8' 2" to 20' (Top)21'16.825.0ROOF Linked from: GT1, 3 - Point (lb)8' 2" (Top)N/A22572586 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 22 of 89 File Name: 200552 joe@hodgeengineering.com Page 4 / 43 MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)346 @ 03281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)250 @ 8 3/4"3502Passed (7%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)454 @ 2' 7 1/2"3438Passed (13%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.007 @ 2' 7 1/2"0.175Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 2' 7 1/2"0.262Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"149197346None 2 - Trimmer - HF1.50"1.50"1.50"149197346None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 3"N/A6.4-- 1 - Uniform (PSF)0 to 5' 3"3'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 23 of 89 File Name: 200552 joe@hodgeengineering.com Page 5 / 43 MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)702 @ 03281 (1.50")Passed (21%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)507 @ 8 3/4"3502Passed (14%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)922 @ 2' 7 1/2"3438Passed (27%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.015 @ 2' 7 1/2"0.175Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.026 @ 2' 7 1/2"0.262Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"292410702None 2 - Trimmer - HF1.50"1.50"1.50"292410702None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 3"N/A6.4-- 1 - Uniform (PSF)0 to 5' 3"6' 3"16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 24 of 89 File Name: 200552 joe@hodgeengineering.com Page 6 / 43 MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1436 @ 03281 (1.50")Passed (44%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)792 @ 8 3/4"3502Passed (23%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1167 @ 1' 7 1/2"3438Passed (34%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.012 @ 1' 7 1/2"0.162Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"5838531436None 2 - Trimmer - HF1.50"1.50"1.50"5838531436None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 3"N/A6.4-- 1 - Uniform (PSF)0 to 3' 3"21'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 25 of 89 File Name: 200552 joe@hodgeengineering.com Page 7 / 43 MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)5557 @ 1 1/2"6825 (3.00")Passed (81%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)4560 @ 1' 1 1/2"7466Passed (61%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)9720 @ 2' 3 1/2"14792Passed (66%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.084 @ 3' 9 3/4"0.275Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.155 @ 3' 9 13/16"0.412Passed (L/640)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF3.00"3.00"2.44"248430735557None 2 - Trimmer - HF3.00"3.00"1.50"86410271891None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 8' 6"N/A8.9-- 1 - Uniform (PSF)0 to 2' 3 1/2"21'16.825.0ROOF Linked from: GT1, 2 - Point (lb)2' 3 1/2"N/A22572586 Support 1 3 - Uniform (PSF)2' 3 1/2" to 8' 6"2'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 26 of 89 File Name: 200552 joe@hodgeengineering.com Page 8 / 43 MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)2324 @ 03281 (1.50")Passed (71%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)1531 @ 10 3/4"4468Passed (34%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)3050 @ 2' 7 1/2"5166Passed (59%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.024 @ 2' 7 1/2"0.175Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.041 @ 2' 7 1/2"0.262Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"94613782324None 2 - Trimmer - HF1.50"1.50"1.50"94613782324None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 3"N/A8.2-- 1 - Uniform (PSF)0 to 5' 3"21'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 27 of 89 File Name: 200552 joe@hodgeengineering.com Page 9 / 43 MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)457 @ 03281 (1.50")Passed (14%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)300 @ 8 3/4"3502Passed (9%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)486 @ 2' 1 1/2"3438Passed (14%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.005 @ 2' 1 1/2"0.142Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.009 @ 2' 1 1/2"0.213Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"192266458None 2 - Trimmer - HF1.50"1.50"1.50"192266458None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 4' 3"N/A6.4-- 1 - Uniform (PSF)0 to 4' 3"5'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 28 of 89 File Name: 200552 joe@hodgeengineering.com Page 10 / 43 MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)1686 @ 4"18906 (5.50")Passed (9%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)1408 @ 1' 3"6810Passed (21%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)4610 @ 4' 3"6937Passed (66%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)0.117 @ 5' 11 7/16"0.587Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.211 @ 5' 11 9/16"0.783Passed (L/669)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Column Cap - steel5.50"5.50"1.50"7439431686None 2 - Column Cap - steel5.50"5.50"1.50"5306471177None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 12' 5"N/A13.2-- 1 - Uniform (PSF)0 to 4' 3" (Top)5'16.825.0ROOF 2 - Uniform (PSF)4' 3" to 12' 5" (Top)3'16.825.0ROOF Linked from: GT2, 3 - Point (lb)4' 3" (Top)N/A341447 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 29 of 89 File Name: 200552 joe@hodgeengineering.com Page 11 / 43 MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)1066 @ 2' 2 3/4"18906 (5.50")Passed (6%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)344 @ 3' 3"6810Passed (5%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)-552 @ 2' 2 3/4"6918Passed (8%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)0.003 @ 00.223Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.005 @ 00.297Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/240) and TL (L/180). Overhang deflection criteria: LL (2L/240) and TL (2L/180). A 0.3% decrease in the moment capacity has been added to account for lateral stability. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Column Cap - steel5.50"5.50"1.50"4666001066Blocking 2 - Column Cap - steel5.50"5.50"1.50"157242399Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 5"N/A13.2-- 1 - Uniform (PSF)0 to 6' 5" (Top)5'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 30 of 89 File Name: 200552 joe@hodgeengineering.com Page 12 / 43 MEMBER REPORT PASSED ROOF FRAMING, R9 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Roof Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)717 @ 4"18906 (5.50")Passed (4%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)440 @ 1' 3"6810Passed (6%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)931 @ 3' 2 3/4"6937Passed (13%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Member Pitch : 0/12 Live Load Defl. (in)0.006 @ 3' 2 3/4"0.290Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.011 @ 3' 2 3/4"0.386Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/240) and TL (L/180). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Column Cap - steel5.50"5.50"1.50"314404718Blocking 2 - Column Cap - steel5.50"5.50"1.50"314404718Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 5 1/2"N/A13.2-- 1 - Uniform (PSF)0 to 6' 5 1/2" (Top)5'16.825.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 31 of 89 File Name: 200552 joe@hodgeengineering.com Page 13 / 43 MEMBER REPORT PASSED ROOF FRAMING, R10 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1231 @ 03413 (1.50")Passed (36%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)1064 @ 1' 1 1/2"8533Passed (12%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)5091 @ 8' 3 1/4"19320Passed (26%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.139 @ 8' 3 1/4"0.551Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.276 @ 8' 3 1/4"0.827Passed (L/718)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"6116201231None 2 - Trimmer - HF1.50"1.50"1.50"6116201231None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadSnow Tributary Width(0.90)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 16' 6 1/2"N/A10.2-- 1 - Uniform (PSF)0 to 16' 6 1/2"3'21.225.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 32 of 89 File Name: 200552 joe@hodgeengineering.com Page 14 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 16" TJI® 210 @ 19.2" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Joist Member Reaction (lbs)737 @ 18' 9 1/2"1005 (1.75")Passed (73%)1.001.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)737 @ 18' 9 1/2"2190Passed (34%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)3392 @ 9' 7"5140Passed (66%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.249 @ 9' 7"0.460Passed (L/886)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.312 @ 9' 7"0.921Passed (L/709)--1.0 D + 1.0 L (All Spans) 4940Passed---- Deflection criteria: LL (L/480) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Stud wall - HF5.50"4.25"1.75"1536137661 1/4" Rim Board 2 - Hanger on 16" HF beam5.50"Hanger¹1.75" / - ²155619774See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)4' 8" o/c Bottom Edge (Lu)18' 8" o/c Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 2 - Face Mount HangerConnector not foundN/AN/AN/AN/A Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor Live Spacing(0.90)(1.00) Location (Side)Comments Vertical Load 1 - Uniform (PSF)0 to 19' 3"19.2"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 33 of 89 File Name: 200552 joe@hodgeengineering.com Page 15 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 16" TJI® 210 @ 19.2" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Joist Member Reaction (lbs)1008 @ 2' 2 3/4"2565 (5.25")Passed (39%)1.001.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)557 @ 2' 5 1/2"2190Passed (25%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1646 @ 9' 7 1/2"5140Passed (32%)1.001.0 D + 1.0 L (Alt Spans) Design Methodology : ASD Live Load Defl. (in)0.088 @ 9' 1 5/8"0.345Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.095 @ 9' 3 15/16"0.691Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) 5940Passed---- Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Beam - GLB5.50"5.50"3.50"4125961751183Blocking 2 - Stud wall - HF5.50"4.25"1.75"77466/-5-24543/-291 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)6' 10" o/c Bottom Edge (Lu)8' 8" o/c DeadFloor LiveSnow Spacing(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 1 - Uniform (PSF)0 to 16' 5"19.2"10.040.0-FLOOR 2 - Point (lb)0N/A135--WALL 3 - Point (lb)0N/A68-113ROOF 4 - Point (lb)0N/A23-38LOWER ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 34 of 89 File Name: 200552 joe@hodgeengineering.com Page 16 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)816 @ 20' 3 1/2"6024 (4.25")Passed (14%)--1.0 D + 1.0 L (Alt Spans) Building Use : Residential Shear (lbs)721 @ 3' 9 1/2"10640Passed (7%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)3457 @ 11' 7 1/16"31114Passed (11%)1.001.0 D + 1.0 L (Alt Spans) Design Methodology : ASD Live Load Defl. (in)0.065 @ 11' 3 1/8"0.452Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.091 @ 11' 4 9/16"0.903Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Beam - GLB5.50"5.50"1.50"8606843951939Blocking 2 - Stud wall - HF5.50"4.25"1.50"262562/-2-20824/-221 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 20' 6 1/4"N/A16.3---- 1 - Uniform (PSF)0 to 20' 7 1/2" (Top)1' 6"10.040.0-FLOOR 2 - Uniform (PLF)0 to 2' 6" (Top)N/A90.0--WALL 3 - Uniform (PSF)0 to 2' 6" (Top)1'16.8-25.0ROOF 4 - Uniform (PSF)0 to 2' 6" (Top)5'16.8-25.0LOWER ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 35 of 89 File Name: 200552 joe@hodgeengineering.com Page 17 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)7287 @ 19' 8"12251 (5.50")Passed (59%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)6007 @ 18' 1/2"17490Passed (34%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)37779 @ 10'57109Passed (66%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.280 @ 10'0.644Passed (L/830)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.507 @ 10' 1/16"0.967Passed (L/457)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 19' 4". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"5.50"3.25"3186404812208454Blocking 2 - Stud wall - HF5.50"5.50"3.27"3226406112698556Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 20'N/A24.1---- 1 - Uniform (PSF)0 to 10' (Top)9' 3"10.040.0-FLOOR 2 - Uniform (PLF)0 to 10' (Top)N/A90.0--WALL 3 - Uniform (PSF)0 to 10' (Top)1'16.8-25.0LOWER ROOF 4 - Uniform (PSF)0 to 10' (Top)3'16.8-25.0ROOF Linked from: U2, 5 - Uniform (PLF)10' to 20' (Top)N/A257.5372.5109.4 Support 1 Linked from: U3, 6 - Point (lb)10' (Top)N/A860684395 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 36 of 89 File Name: 200552 joe@hodgeengineering.com Page 18 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)3048 @ 6' 1 1/2"12251 (5.50")Passed (25%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)2225 @ 5' 2 1/2"6810Passed (33%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)3746 @ 3' 2 1/2"6937Passed (54%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.031 @ 3' 2 3/4"0.193Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.047 @ 3' 2 3/4"0.290Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"5.50"1.50"1084122713773688Blocking 2 - Stud wall - HF5.50"5.50"1.50"1088122713863701Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 5 1/2"N/A13.2---- 1 - Uniform (PSF)0 to 6' 5 1/2" (Top)2'10.040.0-FLOOR 2 - Uniform (PLF)0 to 1' 8 1/4" (Top)N/A90.0--WALL 3 - Uniform (PSF)0 to 6' 5 1/2" (Top)5'10.060.025.0DECK 4 - Uniform (PSF)0 to 1' 8 1/4" (Top)3'16.8-25.0ROOF Linked from: R3, 5 - Point (lb)1' 8 1/4" (Top)N/A583-853 Support 1 Linked from: R3, 6 - Point (lb)4' 9 11/16" (Front)N/A583-853 Support 2 4' 9 11/16" to 6' 5 7 - Uniform (PLF)N/A90.0--WALL 1/2" (Top) 4' 9 11/16" to 6' 5 8 - Uniform (PSF)3'16.8-25.0ROOF 1/2" (Top) Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 37 of 89 File Name: 200552 joe@hodgeengineering.com Page 19 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 6 x 12 Hem-Fir No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)1708 @ 4"12251 (5.50")Passed (14%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)907 @ 1' 5"5903Passed (15%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2091 @ 3' 2 1/2"6819Passed (31%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.014 @ 3' 2 1/2"0.192Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.017 @ 3' 2 1/2"0.287Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"5.50"1.50"27613485612185Blocking 2 - Column Cap - steel5.50"5.50"1.50"27613485612185Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 5"N/A16.0---- 1 - Uniform (PSF)0 to 6' 5" (Top)7'10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 38 of 89 File Name: 200552 joe@hodgeengineering.com Page 20 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 6 x 12 Hem-Fir No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)1788 @ 5 1/2"3341 (1.50")Passed (54%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)1418 @ 1' 5"5903Passed (24%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)4894 @ 6' 2 1/2"6819Passed (72%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.131 @ 6' 2 1/2"0.383Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.160 @ 6' 2 1/2"0.575Passed (L/865)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Hanger on 11 1/2" HF beam5.50"Hanger¹1.50"34014906212451See note ¹ 2 - Hanger on 11 1/2" HF beam5.50"Hanger¹1.50"34014906212451See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 1 - Face Mount HangerHUC6122.50"N/A22-10dx1.58-10d 2 - Face Mount HangerHUC6122.50"N/A22-10dx1.58-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)5 1/2" to 11' 11 1/2"N/A16.0---- 1 - Uniform (PSF)0 to 12' 5" (Top)4'10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 39 of 89 File Name: 200552 joe@hodgeengineering.com Page 21 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1613 @ 03281 (1.50")Passed (49%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)924 @ 8 3/4"3045Passed (30%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1377 @ 1' 8 1/2"2989Passed (46%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.013 @ 1' 8 1/2"0.114Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.016 @ 1' 8 1/2"0.171Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"29713152141826None 2 - Trimmer - HF1.50"1.50"1.50"29713152141826None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 5"N/A6.4---- 1 - Uniform (PSF)0 to 3' 5"11' 9"10.040.0-FLOOR 2 - Uniform (PSF)0 to 3' 5"5'10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 40 of 89 File Name: 200552 joe@hodgeengineering.com Page 22 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1812 @ 03281 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)1293 @ 10 3/4"3885Passed (33%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2831 @ 3' 1 1/2"4492Passed (63%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.044 @ 3' 1 1/2"0.208Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.054 @ 3' 1 1/2"0.313Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"34314692472059None 2 - Trimmer - HF1.50"1.50"1.50"34314692472059None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 3"N/A8.2---- 1 - Uniform (PSF)0 to 6' 3"7'10.040.0-FLOOR 2 - Uniform (PSF)0 to 6' 3"3' 2"10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 41 of 89 File Name: 200552 joe@hodgeengineering.com Page 23 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U10 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1608 @ 03281 (1.50")Passed (49%)--1.0 D + 1.0 S (All Spans) Building Use : Residential Shear (lbs)1162 @ 8 3/4"3502Passed (33%)1.151.0 D + 1.0 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2111 @ 2' 7 1/2"3438Passed (61%)1.151.0 D + 1.0 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.029 @ 2' 7 1/2"0.175Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.059 @ 2' 7 1/2"0.262Passed (L/999+)--1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"8211587881767None 2 - Trimmer - HF1.50"1.50"1.50"8211587881767None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 3"N/A6.4---- 1 - Uniform (PSF)0 to 5' 3"1' 6"10.040.0-FLOOR 2 - Uniform (PLF)0 to 5' 3"N/A90.0--WALL 3 - Uniform (PSF)0 to 5' 3"12'16.8-25.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 42 of 89 File Name: 200552 joe@hodgeengineering.com Page 24 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U11 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)601 @ 03281 (1.50")Passed (18%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)331 @ 8 3/4"3502Passed (9%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)488 @ 1' 7 1/2"3438Passed (14%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.002 @ 1' 7 1/2"0.108Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.005 @ 1' 7 1/2"0.162Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"34598244687None 2 - Trimmer - HF1.50"1.50"1.50"34598244687None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 3"N/A6.4---- 1 - Uniform (PSF)0 to 3' 3"1' 6"10.040.0-FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A90.0--WALL 3 - Uniform (PSF)0 to 3' 3"6'16.8-25.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 43 of 89 File Name: 200552 joe@hodgeengineering.com Page 25 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U12 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)985 @ 03281 (1.50")Passed (30%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)543 @ 8 3/4"3045Passed (18%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)801 @ 1' 7 1/2"2989Passed (27%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.009 @ 1' 7 1/2"0.162Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"205780985None 2 - Trimmer - HF1.50"1.50"1.50"205780985None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 3"N/A6.4-- 1 - Uniform (PSF)0 to 3' 3"12'10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 44 of 89 File Name: 200552 joe@hodgeengineering.com Page 26 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U13 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1087 @ 03281 (1.50")Passed (33%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)644 @ 8 3/4"3045Passed (21%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)973 @ 1' 9 1/2"2989Passed (33%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.010 @ 1' 9 1/2"0.119Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.013 @ 1' 9 1/2"0.179Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"2278601087None 2 - Trimmer - HF1.50"1.50"1.50"2278601087None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 7"N/A6.4-- 1 - Uniform (PSF)0 to 3' 7"12'10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 45 of 89 File Name: 200552 joe@hodgeengineering.com Page 27 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U14 1 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)952 @ 7' 7"1595 (2.25")Passed (60%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)559 @ 1' 9 1/2"5320Passed (11%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1696 @ 3' 11 1/2"15557Passed (11%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.016 @ 3' 11 1/2"0.181Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.020 @ 3' 11 1/2"0.363Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Beam - HF5.50"4.25"1.50"22979210211 1/4" Rim Board 2 - Stud wall - HF3.50"2.25"1.50"2207589781 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)1 1/4" to 7' 7 3/4"N/A8.2-- 1 - Uniform (PSF)0 to 7' 9" (Top)5'10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 46 of 89 File Name: 200552 joe@hodgeengineering.com Page 28 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U15 2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)3983 @ 12' 1 1/2"3983 (1.52")Passed (100%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)3062 @ 10' 9 1/2"10640Passed (29%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)11477 @ 6' 4 1/16"31114Passed (37%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.110 @ 6' 2 3/4"0.297Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.146 @ 6' 2 7/16"0.594Passed (L/976)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Beam - HF4.50"3.25"2.82"1138292940671 1/4" Rim Board 2 - Hanger on 16" HF beam5.50"Hanger¹1.52"96232464208See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 2 - Face Mount HangerHGU3.63/11-SDS5.25"N/A36-SDS2521224-SDS25212 Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)1 1/4" to 12' 1 1/2"N/A16.3-- 1 - Uniform (PSF)0 to 6' 6" (Top)11' 4 1/2"10.040.0FLOOR 2 - Uniform (PSF)6' 6" to 12' 5 1/2" (Top)13' 6"10.040.0FLOOR 3 - Uniform (PLF)0 to 4' (Top)N/A90.0-WALL Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 47 of 89 File Name: 200552 joe@hodgeengineering.com Page 29 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U16 2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)3499 @ 4"6024 (4.25")Passed (58%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)3344 @ 1' 9 1/2"10640Passed (31%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)22578 @ 7' 6"31114Passed (73%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.409 @ 9' 3 3/16"0.473Passed (L/555)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.548 @ 9' 3 3/8"0.946Passed (L/415)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Stud wall - HF5.50"4.25"2.47"903260435071 1/4" Rim Board 2 - Stud wall - HF5.50"4.25"1.75"670181724871 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)1 1/4" to 19' 5 3/4"N/A16.3-- 1 - Uniform (PSF)0 to 19' 7" (Top)1' 6"10.040.0FLOOR Linked from: U15, 2 - Point (lb)7' 6" (Top)N/A9623246 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 48 of 89 File Name: 200552 joe@hodgeengineering.com Page 30 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U17 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1434 @ 03281 (1.50")Passed (44%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)1083 @ 8 3/4"3045Passed (36%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2136 @ 2' 11 3/4"2989Passed (71%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.061 @ 2' 11 3/4"0.199Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.077 @ 2' 11 3/4"0.298Passed (L/931)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"30211321434None 2 - Trimmer - HF1.50"1.50"1.50"30211321434None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 11 1/2"N/A6.4-- 1 - Uniform (PSF)0 to 5' 11 1/2"9' 6"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 49 of 89 File Name: 200552 joe@hodgeengineering.com Page 31 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U18 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1198 @ 03281 (1.50")Passed (37%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)711 @ 8 3/4"3045Passed (23%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1074 @ 1' 9 1/2"2989Passed (36%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.011 @ 1' 9 1/2"0.119Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.014 @ 1' 9 1/2"0.179Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF1.50"1.50"1.50"2499501199None 2 - Trimmer - HF1.50"1.50"1.50"2499501199None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 3' 7"N/A6.4-- 1 - Uniform (PSF)0 to 3' 7"13' 3"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 50 of 89 File Name: 200552 joe@hodgeengineering.com Page 32 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U19 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1083 @ 1 1/2"6563 (3.00")Passed (17%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)672 @ 10 1/4"3045Passed (22%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1087 @ 2' 3"2989Passed (36%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.016 @ 2' 3"0.142Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.020 @ 2' 3"0.213Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF3.00"3.00"1.50"2288551083None 2 - Trimmer - HF3.00"3.00"1.50"2288551083None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 4' 6"N/A6.4-- 1 - Uniform (PSF)0 to 4' 6"9' 6"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 51 of 89 File Name: 200552 joe@hodgeengineering.com Page 33 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U20 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)1324 @ 1 1/2"6563 (3.00")Passed (20%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)913 @ 10 1/4"3045Passed (30%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1659 @ 2' 9"2989Passed (55%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.037 @ 2' 9"0.175Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.046 @ 2' 9"0.262Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF3.00"3.00"1.50"27910451324None 2 - Trimmer - HF3.00"3.00"1.50"27910451324None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 6"N/A6.4-- 1 - Uniform (PSF)0 to 5' 6"9' 6"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 52 of 89 File Name: 200552 joe@hodgeengineering.com Page 34 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U21 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)265 @ 1 1/2"6563 (3.00")Passed (4%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)195 @ 10 1/4"3045Passed (6%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)398 @ 3' 3"2989Passed (13%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.012 @ 3' 3"0.208Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.016 @ 3' 3"0.313Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF3.00"3.00"1.50"70195265None 2 - Trimmer - HF3.00"3.00"1.50"70195265None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 6"N/A6.4-- 1 - Uniform (PSF)0 to 6' 6"1' 6"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 53 of 89 File Name: 200552 joe@hodgeengineering.com Page 35 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U22 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Wall Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Header Member Reaction (lbs)2180 @ 1 1/2"6563 (3.00")Passed (33%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)1495 @ 1' 1/4"3885Passed (38%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)3275 @ 3' 3"4492Passed (73%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.049 @ 3' 3"0.208Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.062 @ 3' 3"0.313Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Trimmer - HF3.00"3.00"1.50"45717232180None 2 - Trimmer - HF3.00"3.00"1.50"45717232180None Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 6"N/A8.2-- 1 - Uniform (PSF)0 to 6' 6"13' 3"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 54 of 89 File Name: 200552 joe@hodgeengineering.com Page 36 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U23 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)7900 @ 4"9467 (4.25")Passed (83%)--1.0 D + 1.0 S (Alt Spans) Building Use : Residential Shear (lbs)6461 @ 1' 5 1/2"13409Passed (48%)1.151.0 D + 1.0 S (Alt Spans) Building Code : IBC 2015 Pos Moment (Ft-lbs)20932 @ 4'30360Passed (69%)1.151.0 D + 1.0 S (Alt Spans) Design Methodology : ASD Neg Moment (Ft-lbs)-827 @ 12' 3/4"23017Passed (4%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.156 @ 5' 9 1/8"0.293Passed (L/901)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.318 @ 5' 9 5/8"0.586Passed (L/443)--1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 7 1/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 8". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Beam - HF5.50"4.25"3.55"3946930406389391 1/4" Rim Board 2 - Column Cap - steel5.50"5.50"1.76"3274130627277307Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)1 1/4" to 12' 6 1/2"N/A16.0---- 1 - Uniform (PSF)0 to 12' 6 1/2" (Top)3' 9"10.040.0-FLOOR 2 - Uniform (PLF)0 to 12' 6 1/2" (Top)N/A90.0--WALL Linked from: GT1, 3 - Point (lb)4' (Top)N/A2257-2586 Support 2 4 - Uniform (PSF)4' to 12' 6 1/2" (Top)6'16.8-25.0ROOF 5 - Uniform (PSF)0 to 4' (Top)22'16.8-25.0ROOF Linked from: U24, 6 - Point (lb)12' 6 1/2" (Top)N/A829339707 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 55 of 89 File Name: 200552 joe@hodgeengineering.com Page 37 / 43 MEMBER REPORT PASSED UPPER FLOOR FRAMING, U24 2 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Flush Beam Member Reaction (lbs)1425 @ 6' 11 1/2"3938 (1.50")Passed (36%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)851 @ 5' 7 1/2"12236Passed (7%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2360 @ 3' 7 3/4"35781Passed (7%)1.151.0 D + 0.75 L + 0.75 S (All Spans) Design Methodology : ASD Live Load Defl. (in)0.006 @ 3' 7 3/4"0.166Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.013 @ 3' 7 3/4"0.331Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"4.25"1.50"80832868418201 1/4" Rim Board 2 - Hanger on HF studWall5.50"Hanger¹1.50"8293397071875See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 2 - Top Mount HangerMIT4162.50"4-10d4-10d2-10dx1.5 Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)1 1/4" to 6' 11 1/2"N/A16.3---- 1 - Uniform (PSF)0 to 7' 5" (Top)1' 6"10.060.025.0DECK 2 - Uniform (PLF)0 to 7' 5" (Top)N/A90.0--WALL 3 - Uniform (PSF)0 to 7' 5" (Top)6'16.8-25.0ROOF Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 56 of 89 File Name: 200552 joe@hodgeengineering.com Page 38 / 43 MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 9 1/2" TJI® 110 @ 19.2" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Joist Member Reaction (lbs)325 @ 8' 3 1/2"1041 (2.25")Passed (31%)1.001.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)310 @ 5 1/2"1220Passed (25%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)627 @ 4' 4"2500Passed (25%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.039 @ 4' 4"0.264Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.048 @ 4' 4"0.396Passed (L/999+)--1.0 D + 1.0 L (All Spans) 5840Passed---- Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Stud wall - HF5.50"4.25"1.75"692773461 1/4" Rim Board 2 - Beam - HF3.50"2.25"1.75"672673341 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)6' 5" o/c Bottom Edge (Lu)8' 4" o/c DeadFloor Live Spacing(0.90)(1.00) Location (Side)Comments Vertical Load 1 - Uniform (PSF)0 to 8' 6"19.2"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 57 of 89 File Name: 200552 joe@hodgeengineering.com Page 39 / 43 MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 9 1/2" TJI® 110 @ 19.2" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Joist Member Reaction (lbs)478 @ 2 1/2"1041 (2.25")Passed (46%)1.001.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)463 @ 3 1/2"1220Passed (38%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1381 @ 6' 1"2500Passed (55%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.158 @ 6' 1"0.392Passed (L/894)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.197 @ 6' 1"0.587Passed (L/715)--1.0 D + 1.0 L (All Spans) 4240Passed---- Deflection criteria: LL (L/360) and TL (L/240). Allowed moment does not reflect the adjustment for the beam stability factor. A structural analysis of the deck has not been performed. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Stud wall - HF3.50"2.25"1.75"973894861 1/4" Rim Board 2 - Beam - HF3.50"2.25"1.75"973894861 1/4" Rim Board Bracing Intervals Comments Lateral Bracing Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)12' o/c DeadFloor Live Spacing(0.90)(1.00) Location (Side)Comments Vertical Load 1 - Uniform (PSF)0 to 12' 2"19.2"10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 58 of 89 File Name: 200552 joe@hodgeengineering.com Page 40 / 43 MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)1694 @ 4"7796 (5.50")Passed (22%)--1.0 D + 1.0 L (All Spans) Building Use : Residential Shear (lbs)1069 @ 1' 2 3/4"3885Passed (28%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2287 @ 3' 4"4492Passed (51%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.032 @ 3' 4"0.200Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.040 @ 3' 4"0.300Passed (L/999+)--1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveTotal Supports 1 - Stud wall - HF5.50"5.50"1.50"36113331694Blocking 2 - Stud wall - HF5.50"5.50"1.50"36113331694Blocking Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points DeadFloor Live Tributary Width(0.90)(1.00) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 6' 8"N/A8.2-- 1 - Uniform (PSF)0 to 6' 8" (Top)10'10.040.0FLOOR Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 59 of 89 File Name: 200552 joe@hodgeengineering.com Page 41 / 43 MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 4 x 12 Hem-Fir No. 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Drop Beam Member Reaction (lbs)2102 @ 5' 11 1/2"2126 (1.50")Passed (99%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)1331 @ 5' 1/4"3938Passed (34%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)2808 @ 3' 1 3/4"5752Passed (49%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.027 @ 3' 1 3/4"0.188Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.031 @ 3' 1 3/4"0.281Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Applicable calculations are based on NDS. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"5.50"1.66"34618887863020Blocking 2 - Hanger on 11 1/4" HF beam5.50"Hanger¹1.50"35519638183136See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 2 - Face Mount HangerHUC4102.50"N/A18-16d10-10d Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor LiveSnow Tributary Width(0.90)(1.00)(1.15) Location (Side)Comments Vertical Loads 0 - Self Weight (PLF)0 to 5' 11 1/2"N/A10.0---- 1 - Uniform (PSF)0 to 6' 5" (Top)10'10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 60 of 89 File Name: 200552 joe@hodgeengineering.com Page 42 / 43 MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 2 x 10 Hem-Fir No. 2 @ 16" OC All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. System : Floor Actual @ LocationAllowedResultLDFLoad: Combination (Pattern) Design Results Member Type : Joist Member Reaction (lbs)561 @ 11' 9 1/2"911 (1.50")Passed (62%)--1.0 D + 0.75 L + 0.75 S (All Spans) Building Use : Residential Shear (lbs)461 @ 11' 1/4"1388Passed (33%)1.001.0 D + 1.0 L (All Spans) Building Code : IBC 2015 Moment (Ft-lbs)1521 @ 6' 1"1917Passed (79%)1.001.0 D + 1.0 L (All Spans) Design Methodology : ASD Live Load Defl. (in)0.253 @ 6' 1"0.285Passed (L/542)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.292 @ 6' 1"0.571Passed (L/469)--1.0 D + 0.75 L + 0.75 S (All Spans) N/AN/AN/A--N/A Deflection criteria: LL (L/480) and TL (L/240). A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing LengthLoads to Supports (lbs) Accessories TotalAvailableRequiredDeadFloor LiveSnowTotal Supports 1 - Stud wall - HF5.50"4.25"1.50"814872037711 1/4" Rim Board 2 - Hanger on 9 1/4" HF beam5.50"Hanger¹1.50"82493206781See note ¹ Bracing Intervals Comments Lateral Bracing Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie SupportModelSeat LengthTop FastenersFace FastenersMember FastenersAccessories 2 - Face Mount HangerConnector not foundN/AN/AN/AN/A Refer to manufacturer notes and instructions for proper installation and use of all connectors. DeadFloor LiveSnow Spacing(0.90)(1.00)(1.15) Location (Side)Comments Vertical Load 1 - Uniform (PSF)0 to 12' 3"16"10.060.025.0DECK Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software OperatorJob Notes 11/12/2020 4:46:02 PM UTC Joe Greenfiled ForteWEB v3.0, Engine: V8.1.4.2, Data: V8.0.0.0 Hodge Engineering (253) 857-7055 61 of 89 File Name: 200552 joe@hodgeengineering.com Page 43 / 43 5ĻŅƌĻĭƷźƚƓ /ğƌĭǒƌğƷźƚƓ Ǟ ў ǒƓźŅƚƩƒ ƌƚğķ ΛƦƌŅΜ \[ ў ƭƦğƓ ΛŅƷΜ Λ\[ źƭ ƷŷĻ ǒƓƩĻƭƷƩğźƓĻķ ƌĻƓŭƷŷ ƚŅ ƷŷĻ ƒĻƒĬĻƩΜ Ĭ ў ƒĻƒĬĻƩ ǞźķƷŷ ΛźƓ͵Μ ķ ў ƒĻƒĬĻƩ ķĻƦƷŷ ΛźƓ͵Μ 9 ў ƒƚķǒƌǒƭ ƚŅ ĻƌğƭƷźĭźƷǤ ΛƦƭźΜ 5ĻŅƌĻĭƷźƚƓ ƌźƒźƷƭ ğƩĻ ĬğƭĻķ ƚƓ ağźƓ źƓķ CƚƩĭĻ wĻƭźƭƷźƓŭ {ǤƭƷĻƒ ƦƩĻƭƭǒƩĻƭͲ Ǟŷźĭŷ ǞĻƩĻ ĻƭƷźƒğƷĻķ ĬǤ ƒǒƌƷźƦƌǤźƓŭ ƷŷĻ /ε/ ƦƩĻƭƭǒƩĻ ĬǤ Љ͵АЉ ΛЋЉЉВͲ ЋЉЊЋ ğƓķ ЋЉЊЎ Lw/ ğĬƌĻ wЌЉЊ͵А ğƓķ L./ ğĬƌĻ ЊЏЉЍ͵ЌΜ͵ 62 of 89 63 of 89 Page 1 of 2 64 of 89 Page 2 of 2 65 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 24" footing - 1500psfsoil Description : Code References Calculationsper ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material PropertiesSoil Design Values 2.50 1.50 f'c : Concrete28daystrength=ksiAllowable Soil Bearing=ksf 60.0No fy : Rebar Yield=ksiIncrease Bearing ByFooting Weight= 3,122.0 Ec : Concrete ElasticModulus=ksi 250.0 Soil PassiveResistance(for Sliding)=pcf 145.0 ConcreteDensity=pcf 0.30 Soil/ConcreteFrictionCoeff.= 0.90 ValuesFlexure= j 0.750 Shear= IncreasesbasedonfootingDepth Analysis Settings Footingbasedepthbelowsoilsurface=ft Min Steel% BendingReinf.= Allowpress.increaseper footofdepth=ksf 0.00180 Min Allow%TempReinf.= when footingbaseisbelow=ft 1.0 Min. Overturning SafetyFactor=: 1 1.0 Min. Sliding SafetyFactor=: 1Increasesbasedonfootingplandimension Allowablepressureincreaseper footofdepth Yes AddFtg Wt for Soil Pressure: =ksf Yes Use ftgwt forstability,moments & shears: whenmax.lengthorwidthisgreater than No Add Pedestal Wt for Soil Pressure: =ft No Use Pedestalwt forstability,mom & shear: Dimensions 2.0 Widthparallel to X-X Axis=ft Z 2.0 Lengthparallel toZ-Z Axis=ft 8.0 FootingThickness=in XX Pedestaldimensions... 0" - ' = px : parallel to X-X Axisin 2 = Edge Dist. = 3" pz : parallel toZ-Z Axisin = Heightin RebarCenterline to EdgeofConcrete... 3.0 at Bottomof footing=in Z Reinforcing 2'-0" Barsparallel to X-X Axis = 2.0 Numberof Bars # 4 Reinforcing Bar Size= Barsparallel toZ-Z Axis 2.0 Numberof Bars= 2-#4Bars 2-#4Bars 4 Reinforcing Bar Size=# 3" 3" BandwidthDistributionCheck(ACI15.4.4.2) X-XSectionLooking to+Z Z-ZSectionLooking to+X n/a DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone AppliedLoads DLrLSWEH 2.503.0 P : ColumnLoad=k OB : Overburden=ksf M-xx=k-ft M-zz=k-ft V-x=k V-z=k 66 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 24" footing - 1500psfsoil Description : DesignOK DESIGNSUMMARY Min.RatioItemAppliedCapacityGoverningLoadCombination PASS 0.9813Soil Bearing1.472ksf1.50ksf0.0degCCW PASS n/aOverturning- X-X0.0k-ft0.0k-ftNo Overturning PASS n/aOverturning-Z-Z0.0k-ft0.0k-ftNo Overturning PASS n/aSliding- X-X0.0k0.0kNo Sliding PASS n/aSliding-Z-Z0.0k0.0kNo Sliding PASS n/aUplift0.0k0.0kNoUplift PASS 0.2570ZFlexure(+X)1.102k-ft4.288k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.2570ZFlexure(-X)1.102k-ft4.288k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.2570XFlexure(+Z)1.102k-ft4.288k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.2570XFlexure(-Z)1.102k-ft4.288k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.29381-way Shear(+X)22.037psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.27751-way Shear(-X)20.813psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.29381-way Shear(+Z)22.037psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.27751-way Shear(-Z)20.813psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.52892-way Punching79.334psi150.0psi+1.20D+0.50L+1.60S+1.60H Detailed Results SoilBearing XeccZeccActual SoilBearing Stress @ Location Actual / Allow RotationAxis& (in) GrossAllowableBottomLeftTopLeftTopRightBottomRight LoadCombination...Ratio , +D+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+L+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+Lr+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+S+H0.000 ,0.0degCCW1.500.00.01.4721.4721.4721.4720.981 , +D+0.750Lr+0.750L+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+0.750L+0.750S+H0.000 ,0.0degCCW1.500.00.01.2841.2841.2841.2840.856 , +D+0.60W+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+0.70E+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+0.750Lr+0.750L+0.450W+H0.000 ,0.0degCCW1.500.00.00.72170.72170.72170.72170.481 , +D+0.750L+0.750S+0.450W+H0.000 ,0.0degCCW1.500.00.01.2841.2841.2841.2840.856 , +D+0.750L+0.750S+0.5250E+H0.000 ,0.0degCCW1.500.00.01.2841.2841.2841.2840.856 , +0.60D+0.60W+0.60H0.000 ,0.0degCCW1.500.00.00.43300.43300.43300.43300.289 , +0.60D+0.70E+0.60H0.000 ,0.0degCCW1.500.00.00.43300.43300.43300.43300.289 Overturning Stability RotationAxis& LoadCombination...OverturningMomentResistingMomentStabilityRatioStatus FootingHasNO Overturning k Allunits Sliding Stability ForceApplicationAxis LoadCombination...SlidingForceResistingForceStabilityRatio Status FootingHasNO Sliding 67 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 30" footing - 1500psfsoil Description : Code References Calculationsper ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material PropertiesSoil Design Values 2.50 1.50 f'c : Concrete28daystrength=ksiAllowable Soil Bearing=ksf 60.0No fy : Rebar Yield=ksiIncrease Bearing ByFooting Weight= 3,122.0 Ec : Concrete ElasticModulus=ksi 250.0 Soil PassiveResistance(for Sliding)=pcf 145.0 ConcreteDensity=pcf 0.30 Soil/ConcreteFrictionCoeff.= 0.90 ValuesFlexure= j 0.750 Shear= IncreasesbasedonfootingDepth Analysis Settings Footingbasedepthbelowsoilsurface=ft Min Steel% BendingReinf.= Allowpress.increaseper footofdepth=ksf 0.00180 Min Allow%TempReinf.= when footingbaseisbelow=ft 1.0 Min. Overturning SafetyFactor=: 1 1.0 Min. Sliding SafetyFactor=: 1Increasesbasedonfootingplandimension Allowablepressureincreaseper footofdepth Yes AddFtg Wt for Soil Pressure: =ksf Yes Use ftgwt forstability,moments & shears: whenmax.lengthorwidthisgreater than No Add Pedestal Wt for Soil Pressure: =ft No Use Pedestalwt forstability,mom & shear: Dimensions 2.50 Widthparallel to X-X Axis=ft Z 2.50 Lengthparallel toZ-Z Axis=ft 8.0 FootingThickness=in XX Pedestaldimensions... -6" ' = 2 px : parallel to X-X Axisin = pz : parallel toZ-Z Axisin Edge Dist. = 3" = Heightin RebarCenterline to EdgeofConcrete... 3.0 at Bottomof footing=in 2'-6" Z Reinforcing Barsparallel to X-X Axis = 3.0 Numberof Bars # 4 Reinforcing Bar Size= Barsparallel toZ-Z Axis 3.0 Numberof Bars= 3-#4Bars 3-#4Bars 4 Reinforcing Bar Size=# 3" 3" Z-ZSectionLooking to+X X-XSectionLooking to +Z BandwidthDistributionCheck(ACI15.4.4.2) n/a DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone AppliedLoads DLrLSWEH 3.05.50 P : ColumnLoad=k OB : Overburden=ksf M-xx=k-ft M-zz=k-ft V-x=k V-z=k 68 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 30" footing - 1500psfsoil Description : DesignOK DESIGNSUMMARY Min.RatioItemAppliedCapacityGoverningLoadCombination PASS 0.9713Soil Bearing1.457ksf1.50ksf0.0degCCW PASS n/aOverturning- X-X0.0k-ft0.0k-ftNo Overturning PASS n/aOverturning-Z-Z0.0k-ft0.0k-ftNo Overturning PASS n/aSliding- X-X0.0k0.0kNo Sliding PASS n/aSliding-Z-Z0.0k0.0kNo Sliding PASS n/aUplift0.0k0.0kNoUplift PASS 0.3435ZFlexure(+X)1.750k-ft5.095k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3435ZFlexure(-X)1.750k-ft5.095k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3435XFlexure(+Z)1.750k-ft5.095k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3435XFlexure(-Z)1.750k-ft5.095k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.41481-way Shear(+X)31.111psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.41481-way Shear(-X)31.111psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.41481-way Shear(+Z)31.111psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.41481-way Shear(-Z)31.111psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.85072-way Punching127.604psi150.0psi+1.20D+0.50L+1.60S+1.60H Detailed Results SoilBearing XeccZeccActual SoilBearing Stress @ Location Actual / Allow RotationAxis& (in) GrossAllowableBottomLeftTopLeftTopRightBottomRight LoadCombination...Ratio , +D+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+L+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+Lr+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+S+H0.000 ,0.0degCCW1.500.00.01.4571.4571.4571.4570.971 , +D+0.750Lr+0.750L+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+0.750L+0.750S+H0.000 ,0.0degCCW1.500.00.01.2371.2371.2371.2370.825 , +D+0.60W+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+0.70E+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+0.750Lr+0.750L+0.450W+H0.000 ,0.0degCCW1.500.00.00.57670.57670.57670.57670.385 , +D+0.750L+0.750S+0.450W+H0.000 ,0.0degCCW1.500.00.01.2371.2371.2371.2370.825 , +D+0.750L+0.750S+0.5250E+H0.000 ,0.0degCCW1.500.00.01.2371.2371.2371.2370.825 , +0.60D+0.60W+0.60H0.000 ,0.0degCCW1.500.00.00.34600.34600.34600.34600.231 , +0.60D+0.70E+0.60H0.000 ,0.0degCCW1.500.00.00.34600.34600.34600.34600.231 Overturning Stability RotationAxis& LoadCombination...OverturningMomentResistingMomentStabilityRatioStatus FootingHasNO Overturning k Allunits Sliding Stability ForceApplicationAxis LoadCombination...SlidingForceResistingForceStabilityRatio Status FootingHasNO Sliding 69 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 36" footing - 1500psfsoil Description : Code References Calculationsper ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material PropertiesSoil Design Values 2.50 1.50 f'c : Concrete28daystrength=ksiAllowable Soil Bearing=ksf 60.0No fy : Rebar Yield=ksiIncrease Bearing ByFooting Weight= 3,122.0 Ec : Concrete ElasticModulus=ksi 250.0 Soil PassiveResistance(for Sliding)=pcf 145.0 ConcreteDensity=pcf 0.30 Soil/ConcreteFrictionCoeff.= 0.90 ValuesFlexure= j 0.750 Shear= IncreasesbasedonfootingDepth Analysis Settings Footingbasedepthbelowsoilsurface=ft Min Steel% BendingReinf.= Allowpress.increaseper footofdepth=ksf 0.00180 Min Allow%TempReinf.= when footingbaseisbelow=ft 1.0 Min. Overturning SafetyFactor=: 1 1.0 Min. Sliding SafetyFactor=: 1Increasesbasedonfootingplandimension Allowablepressureincreaseper footofdepth Yes AddFtg Wt for Soil Pressure: =ksf Yes Use ftgwt forstability,moments & shears: whenmax.lengthorwidthisgreater than No Add Pedestal Wt for Soil Pressure: =ft No Use Pedestalwt forstability,mom & shear: Dimensions 3.0 Widthparallel to X-X Axis=ft Z 3.0 Lengthparallel toZ-Z Axis=ft 12.0 FootingThickness=in XX Pedestaldimensions... 3'-0" = px : parallel to X-X Axisin = pz : parallel toZ-Z Axisin Edge Dist. = 3" = Heightin RebarCenterline to EdgeofConcrete... 3.0 at Bottomof footing=in 3'-0" Reinforcing Z Barsparallel to X-X Axis = 4.0 Numberof Bars # 4 Reinforcing Bar Size= Barsparallel toZ-Z Axis 4.0 Numberof Bars= 4 Reinforcing Bar Size=#4-#4Bars4-#4Bars 3"3" BandwidthDistributionCheck(ACI15.4.4.2)X-XSectionLooking to+ZZ-ZSectionLooking to+X n/a DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone AppliedLoads DLrLSWEH 4.08.0 P : ColumnLoad=k OB : Overburden=ksf M-xx=k-ft M-zz=k-ft V-x=k V-z=k 70 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 36" footing - 1500psfsoil Description : DesignOK DESIGNSUMMARY Min.RatioItemAppliedCapacityGoverningLoadCombination PASS 0.9853Soil Bearing1.478ksf1.50ksf0.0degCCW PASS n/aOverturning- X-X0.0k-ft0.0k-ftNo Overturning PASS n/aOverturning-Z-Z0.0k-ft0.0k-ftNo Overturning PASS n/aSliding- X-X0.0k0.0kNo Sliding PASS n/aSliding-Z-Z0.0k0.0kNo Sliding PASS n/aUplift0.0k0.0kNoUplift PASS 0.2452ZFlexure(+X)2.555k-ft10.424k-ft+1.20D+1.60S+0.50W+1.60H PASS 0.2452ZFlexure(-X)2.555k-ft10.424k-ft+1.20D+1.60S+0.50W+1.60H PASS 0.2452XFlexure(+Z)2.555k-ft10.424k-ft+1.20D+1.60S+0.50W+1.60H PASS 0.2452XFlexure(-Z)2.555k-ft10.424k-ft+1.20D+1.60S+0.50W+1.60H PASS 0.21031-way Shear(+X)15.774psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.21031-way Shear(-X)15.774psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.21031-way Shear(+Z)15.774psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.21031-way Shear(-Z)15.774psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.37292-way Punching55.934psi150.0psi+1.20D+0.50L+1.60S+1.60H Detailed Results SoilBearing XeccZeccActual SoilBearing Stress @ Location Actual / Allow RotationAxis& (in) GrossAllowableBottomLeftTopLeftTopRightBottomRight LoadCombination...Ratio , +D+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+L+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+Lr+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+S+H0.000 ,0.0degCCW1.500.00.01.4781.4781.4781.4780.985 , +D+0.750Lr+0.750L+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+0.750L+0.750S+H0.000 ,0.0degCCW1.500.00.01.2561.2561.2561.2560.837 , +D+0.60W+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+0.70E+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+0.750Lr+0.750L+0.450W+H0.000 ,0.0degCCW1.500.00.00.58940.58940.58940.58940.393 , +D+0.750L+0.750S+0.450W+H0.000 ,0.0degCCW1.500.00.01.2561.2561.2561.2560.837 , +D+0.750L+0.750S+0.5250E+H0.000 ,0.0degCCW1.500.00.01.2561.2561.2561.2560.837 , +0.60D+0.60W+0.60H0.000 ,0.0degCCW1.500.00.00.35370.35370.35370.35370.236 , +0.60D+0.70E+0.60H0.000 ,0.0degCCW1.500.00.00.35370.35370.35370.35370.236 Overturning Stability RotationAxis& LoadCombination...OverturningMomentResistingMomentStabilityRatioStatus FootingHasNO Overturning k Allunits Sliding Stability ForceApplicationAxis LoadCombination...SlidingForceResistingForceStabilityRatio Status FootingHasNO Sliding 71 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 42" footing - 1500psfsoil Description : Code References Calculationsper ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material PropertiesSoil Design Values 2.50 1.50 f'c : Concrete28daystrength=ksiAllowable Soil Bearing=ksf 60.0No fy : Rebar Yield=ksiIncrease Bearing ByFooting Weight= 3,122.0 Ec : Concrete ElasticModulus=ksi 250.0 Soil PassiveResistance(for Sliding)=pcf 145.0 ConcreteDensity=pcf 0.30 Soil/ConcreteFrictionCoeff.= 0.90 ValuesFlexure= j 0.750 Shear= IncreasesbasedonfootingDepth Analysis Settings Footingbasedepthbelowsoilsurface=ft Min Steel% BendingReinf.= Allowpress.increaseper footofdepth=ksf 0.00180 Min Allow%TempReinf.= when footingbaseisbelow=ft 1.0 Min. Overturning SafetyFactor=: 1 1.0 Min. Sliding SafetyFactor=: 1Increasesbasedonfootingplandimension Allowablepressureincreaseper footofdepth Yes AddFtg Wt for Soil Pressure: =ksf Yes Use ftgwt forstability,moments & shears: whenmax.lengthorwidthisgreater than No Add Pedestal Wt for Soil Pressure: =ft No Use Pedestalwt forstability,mom & shear: Dimensions 3.50 Widthparallel to X-X Axis=ft Z 3.50 Lengthparallel toZ-Z Axis=ft 12.0 FootingThickness=in XX 6" Pedestaldimensions... - 3' = px : parallel to X-X Axisin = pz : parallel toZ-Z Axisin = Heightin RebarCenterline to EdgeofConcrete... 3.0 at Bottomof footing=in 3'-6" Reinforcing Z Barsparallel to X-X Axis = 5.0 Numberof Bars # 4 Reinforcing Bar Size= Barsparallel toZ-Z Axis 5.0 Numberof Bars= 4 Reinforcing Bar Size=#5 - #4Bars5 - #4Bars 3"3" X-X SectionLooking to+ZZ-Z SectionLooking to+X BandwidthDistributionCheck(ACI15.4.4.2) n/a DirectionRequiringCloser Separation n/a # Barsrequiredwithinzone n/a # Barsrequiredoneachsideofzone AppliedLoads DLrLSWEH 6.5010.0 P : ColumnLoad=k OB : Overburden=ksf M-xx=k-ft M-zz=k-ft V-x=k V-z=k 72 of 89 Hodge Engineering Inc.ProjectTitle: Project ID: Engineer: 2615Jahn AveNW Ste. E5 ProjectDescr: GigHarbor, WA 98332 253-857-7055 John@HodgeEngineering.com File= C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015FO~1.EC6 GeneralFooting ENERCALC, INC. 1983-2017,Build:6.17.3.17,Ver:6.17.4.30 Licensee:HODGE ENGINEERING INC Lic.#:KW-06007122 42" footing - 1500psfsoil Description : DesignOK DESIGNSUMMARY Min.RatioItemAppliedCapacityGoverningLoadCombination PASS 0.9947Soil Bearing1.492ksf1.50ksf0.0degCCW PASS n/aOverturning- X-X0.0k-ft0.0k-ftNo Overturning PASS n/aOverturning-Z-Z0.0k-ft0.0k-ftNo Overturning PASS n/aSliding- X-X0.0k0.0kNo Sliding PASS n/aSliding-Z-Z0.0k0.0kNo Sliding PASS n/aUplift0.0k0.0kNoUplift PASS 0.3104ZFlexure(+X)3.458k-ft11.139k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3104ZFlexure(-X)3.458k-ft11.139k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3104XFlexure(+Z)3.458k-ft11.139k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.3104XFlexure(-Z)3.458k-ft11.139k-ft+1.20D+0.50L+1.60S+1.60H PASS 0.27641-way Shear(+X)20.733psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.27641-way Shear(-X)20.733psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.27641-way Shear(+Z)20.733psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.27641-way Shear(-Z)20.733psi75.0psi+1.20D+0.50L+1.60S+1.60H PASS 0.51222-way Punching76.834psi150.0psi+1.20D+0.50L+1.60S+1.60H Detailed Results SoilBearing XeccZeccActual SoilBearing Stress @ Location Actual / Allow RotationAxis& (in) GrossAllowableBottomLeftTopLeftTopRightBottomRight LoadCombination...Ratio , +D+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+L+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+Lr+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+S+H0.000 ,0.0degCCW1.500.00.01.4921.4921.4921.4920.995 , +D+0.750Lr+0.750L+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+0.750L+0.750S+H0.000 ,0.0degCCW1.500.00.01.2881.2881.2881.2880.859 , +D+0.60W+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+0.70E+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+0.750Lr+0.750L+0.450W+H0.000 ,0.0degCCW1.500.00.00.67560.67560.67560.67560.450 , +D+0.750L+0.750S+0.450W+H0.000 ,0.0degCCW1.500.00.01.2881.2881.2881.2880.859 , +D+0.750L+0.750S+0.5250E+H0.000 ,0.0degCCW1.500.00.01.2881.2881.2881.2880.859 , +0.60D+0.60W+0.60H0.000 ,0.0degCCW1.500.00.00.40540.40540.40540.40540.270 , +0.60D+0.70E+0.60H0.000 ,0.0degCCW1.500.00.00.40540.40540.40540.40540.270 Overturning Stability RotationAxis& LoadCombination...OverturningMomentResistingMomentStabilityRatioStatus FootingHasNO Overturning k Allunits Sliding Stability ForceApplicationAxis LoadCombination...SlidingForceResistingForceStabilityRatio Status FootingHasNO Sliding 73 of 89 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 File = C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015 footing pad calcs.ec6 . Concrete Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . HODGE ENGINEERING INC Lic. # : KW-06007122 12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete DESCRIPTION: CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties 2.50 ksi 0.90 f'c=Phi ValuesFlexure : 1/2 = fr = f'c *7.50375.0 psi 0.750 Shear : 145.0 Density=pcf= 0.850 1 1.0 LtWt Factor= ksi ksi 3,122.040.0 Elastic Modulus=Fy - Stirrups 29,000.0 E - Stirrups=ksi 60.0 fy - Main Rebar=ksi Stirrup Bar Size #3 E - Main Rebar=29,000.0 ksi Number of Resisting Legs Per Stirrup= Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio =0.892: 1Maximum Deflection Max Downward Transient DeflectionRatio = Section used for this span 0.00319795 in>=360.0 Typical Section Max Upward Transient DeflectionRatio = 0.0000 in<360.0 Mu : Applied 22.804k-ft Max Downward Total DeflectionRatio = 0.006 in 9596>=180.0 Mn * Phi : Allowable 25.551k-ft Max Upward Total DeflectionRatio = 0.0000 in<180.0 Location of maximum on span2.505ft Span # where maximum occursSpan # 1 Support notation : Far left is #1 Vertical Reactions Load CombinationSupport 1Support 2 Overall MAXimum7.2257.225 Overall MINimum0.7000.700 +D+H2.6002.600 +D+L+H3.3003.300 +D+Lr+H2.6002.600 +D+S+H7.2257.225 +D+0.750Lr+0.750L+H3.1253.125 +D+0.750L+0.750S+H6.5946.594 +D+0.60W+H2.6002.600 74 of 89 +D+0.70E+H2.6002.600 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 File = C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015 footing pad calcs.ec6 . Concrete Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . HODGE ENGINEERING INC Lic. # : KW-06007122 12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete DESCRIPTION: Load CombinationLocation (ft)Bending Stress Results ( k-ft ) SegmentSpan # Mu : MaxPhi*MnxStress Ratio along Beam MAXimum BENDING Envelope Span # 115.00022.8025.550.89 +1.40D+1.60H Span # 115.0007.1725.550.28 +1.20D+0.50Lr+1.60L+1.60H Span # 115.0007.5425.550.30 +1.20D+1.60L+0.50S+1.60H Span # 115.00012.6125.550.49 +1.20D+1.60Lr+0.50L+1.60H Span # 115.0006.5825.550.26 +1.20D+1.60Lr+0.50W+1.60H Span # 115.0006.1425.550.24 +1.20D+0.50L+1.60S+1.60H Span # 115.00022.8025.550.89 +1.20D+1.60S+0.50W+1.60H Span # 115.00022.3725.550.88 +1.20D+0.50Lr+0.50L+W+1.60H Span # 115.0006.5825.550.26 +1.20D+0.50L+0.50S+W+1.60H Span # 115.00011.6525.550.46 +1.20D+0.50L+0.70S+E+1.60H Span # 115.00013.6825.550.54 +0.90D+W+0.90H Span # 115.0004.6125.550.18 +0.90D+E+0.90H Span # 115.0004.6125.550.18 Overall Maximum Deflections Load CombinationSpanMax. "-" Defl (in)Location in Span (ft)Load CombinationMax. "+" Defl (in)Location in Span (ft) +D+S+H10.00632.5000.00000.000 75 of 89 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 File = C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015 footing pad calcs.ec6 . Concrete Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . HODGE ENGINEERING INC Lic. # : KW-06007122 15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete DESCRIPTION: CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties 2.50 ksi 0.90 f'c=Phi ValuesFlexure : 1/2 = fr = f'c *7.50375.0 psi 0.750 Shear : 145.0 Density=pcf= 0.850 1 1.0 LtWt Factor= ksi ksi 3,122.040.0 Elastic Modulus=Fy - Stirrups 29,000.0 E - Stirrups=ksi 60.0 fy - Main Rebar=ksi Stirrup Bar Size #3 E - Main Rebar=29,000.0 ksi Number of Resisting Legs Per Stirrup= Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft, (Point Load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio =0.868: 1Maximum Deflection Max Downward Transient DeflectionRatio = Section used for this span 0.00225683 in>=360.0 Typical Section Max Upward Transient DeflectionRatio = 0.0000 in<360.0 Mu : Applied 22.962k-ft Max Downward Total DeflectionRatio = 0.004 in 16719>=180.0 Mn * Phi : Allowable 26.452k-ft Max Upward Total DeflectionRatio = 0.0000 in<180.0 Location of maximum on span2.495ft Span # where maximum occursSpan # 1 Support notation : Far left is #1 Vertical Reactions Load CombinationSupport 1Support 2 Overall MAXimum7.3317.331 Overall MINimum0.7000.700 +D+H2.7062.706 +D+L+H3.4063.406 +D+Lr+H2.7062.706 +D+S+H7.3317.331 +D+0.750Lr+0.750L+H3.2313.231 +D+0.750L+0.750S+H6.6996.699 +D+0.60W+H2.7062.706 76 of 89 +D+0.70E+H2.7062.706 Hodge Engineering, Inc 3733 Rosedale Street Gig Harbor, WA. 98332 File = C:\\Users\\JOHNHO~1\\DOCUME~1\\ENERCA~1\\2015 footing pad calcs.ec6 . Concrete Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 . HODGE ENGINEERING INC Lic. # : KW-06007122 15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete DESCRIPTION: Load CombinationLocation (ft)Bending Stress Results ( k-ft ) SegmentSpan # Mu : MaxPhi*MnxStress Ratio along Beam MAXimum BENDING Envelope Span # 115.00022.9626.450.87 +1.40D+1.60H Span # 115.0007.3526.450.28 +1.20D+0.50Lr+1.60L+1.60H Span # 115.0007.7026.450.29 +1.20D+1.60L+0.50S+1.60H Span # 115.00012.7726.450.48 +1.20D+1.60Lr+0.50L+1.60H Span # 115.0006.7426.450.25 +1.20D+1.60Lr+0.50W+1.60H Span # 115.0006.3026.450.24 +1.20D+0.50L+1.60S+1.60H Span # 115.00022.9626.450.87 +1.20D+1.60S+0.50W+1.60H Span # 115.00022.5226.450.85 +1.20D+0.50Lr+0.50L+W+1.60H Span # 115.0006.7426.450.25 +1.20D+0.50L+0.50S+W+1.60H Span # 115.00011.8126.450.45 +1.20D+0.50L+0.70S+E+1.60H Span # 115.00013.8426.450.52 +0.90D+W+0.90H Span # 115.0004.7326.450.18 +0.90D+E+0.90H Span # 115.0004.7326.450.18 Overall Maximum Deflections Load CombinationSpanMax. "-" Defl (in)Location in Span (ft)Load CombinationMax. "+" Defl (in)Location in Span (ft) +D+S+H10.00362.5000.00000.000 77 of 89 Page : 1 Hodge Engineering, Inc.4'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 4'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING CriteriaSoil Data =Allow Soil Bearing=p1,500.0sf RetainedHeight4.00ft EquivalentFluid PressureMethod Wallheightabove soil=0.50ft ActiveHeel Pressure=35.0psf/ft Slope BehindWall=0.00 = Heightof SoiloverToe=12.00inPassive Pressure=p250.0sf/ft SoilDensity,Heel=110.00pcf Waterheightoverheel=0.0ft SoilDensity,Toe=110.00pcf Footing||SoilFriction=0.350 Soilheight toignore forpassivepressure=0.00in SurchargeLoadsLateralLoadAppliedtoStem AdjacentFootingLoad psf SurchargeOverHeelAdjacentFootingLoad=0.0lbs =40.0 LateralLoad=0.0#/ft UsedToResistSliding & Overturning FootingWidth=0.00ft ...Height toTop=0.00ft SurchargeOverToe=psf 0.0 Eccentricity=0.00in ...Height to Bottom=0.00ft Used for Sliding & Overturning Wall toFtgCLDist=0.00ft LoadType=Wind(W) FootingTypeLineLoad AxialLoadAppliedtoStem (ServiceLevel) Base Above/Below Soil =0.0ft AxialDeadLoad0.0lbs =Windon Exposed Stem0.0psf at BackofWall = AxialLiveLoadlbs 0.0 =(ServiceLevel) Poisson'sRatio=0.300 AxialLoad Eccentricity0.0in = 3rd2ndBottom Stem Construction DesignSummary Stem OKStem OKBarLap/Emb Wall StabilityRatiosDesignHeightAboveFtg ft=3.501.000.00 = Overturning 1.67OK WallMaterial Above "Ht"=ConcreteConcreteConcrete 1.62OK Sliding= DesignMethod=LRFDLRFDLRFD Thickness=8.008.008.00 Total BearingLoad=628lbsRebar Size=#444## ...resultantecc.=3.88in Rebar Spacing=12.0012.0012.00 Rebar Placedat=CenterCenterCenter Soil Pressure@Toe=900psfOK DesignData Soil Pressure@Heel=0psfOK 0.0010.1010.183 fb/FB+ fa/Fa= 1,500 Allowable=psf TotalForce@ Section Soil PressureLessThan Allowable ServiceLevellbs= ACIFactored@Toe=2,100psf StrengthLevellbs=17.2313.1423.7 ACIFactored@Heel=0psf Moment....Actual Footing Shear@Toe=8.7psiOK ServiceLevelft-#= Footing Shear@Heel =7.2psiOK StrengthLevelft-#=3.7343.6619.2 Allowable=75.0psi Moment.....Allowable=ft-#3,387.63,387.63,387.6 SlidingCalcs Shear.....Actual Lateral SlidingForce 440.5lbs = ServiceLevelpsi= less100% PassiveForce=347.2lbs - StrengthLevel less100%FrictionForce=366.6lbs - psi=0.46.58.8 Shear.....Allowable=psi75.075.075.0 lbsOK AddedForceReq'd=0.0 WallWeightpsf=100.0100.0100.0 ....for1.5 Stability=0.0lbsOK 4.00 RebarDepth'd'in=4.004.00 MasonryData f'mpsi= Fspsi= SolidGrouting= Vertical componentofactivelateral soilpressure IS = ModularRatio'n' NOT consideredin the calculationof soilbearing ShortTermFactor= Equiv. SolidThick. = LoadFactors Masonry BlockType=MediumWeight BuildingCodeIBC2015,ACI MasonryDesignMethod=ASD DeadLoad1.200 ConcreteData LiveLoad1.600 f'cpsi=2,500.02,500.02,500.0 Earth, H1.600 Fypsi=60,000.060,000.060,000.0 Wind, W1.000 Seismic, E1.000 78 of 89 Page : 2 Hodge Engineering, Inc.4'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 4'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING ConcreteStem RebarArea Details 3rd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0002in2/ft (4/3)* As :0.0003in2/ftMin StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ 2nd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0207in2/ft (4/3)* As :0.0277in2/ftMin StemT&SReinf Area0.480in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ Bottom StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0374in2/ft (4/3)* As :0.0498in2/ftMin StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in Footing Dimensions & StrengthsFooting Design Results 0.67 ToeWidth=ft ToeHeel = HeelWidth1.34 Factored Pressure=2,1000psf TotalFootingWidth=2.01 Mu' : Upward=3980ft-# Mu' : Downward=57161ft-# FootingThickness =8.00in Mu:Design=341161ft-# KeyWidth=0.00in Actual1-Way Shear=8.697.21psi KeyDepth=0.00in =75.0075.00psi Allow1-Way Shear KeyDistance fromToe=0.79ft ToeReinforcing=None Spec'd HeelReinforcing=None Spec'd f'c=2,500psiFy=60,000psi KeyReinforcing=#4@14.14in FootingConcreteDensity=150.00pcf Min. As %=0.0018 Other Acceptable Sizes & Spacings Cover@Top2.00@ Btm.==3.00inin Toe:Notreq'd:Mu<phi*5*lambda*sqrt(f'c)*Sm Heel:Notreq'd:Mu<phi*5*lambda*sqrt(f'c)*Sm Key:No keydefined Min footingT&Sreinf Area0.35in2 Min footingT&Sreinf Areaper foot0.17in2/ft Ifonelayerofhorizontalbars:If twolayersofhorizontalbars: #4@13.89in#4@27.78in #5@21.53in#5@43.06in #6@30.56in#6@61.11in 79 of 89 Page : 3 Hodge Engineering, Inc.4'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 4'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING SummaryofOverturning & ResistingForces & Moments .....OVERTURNING..........RESISTING..... ForceDistanceMomentForceDistanceMoment lbsft-# ftft-#lbsft Item 1.67 Heel Active Pressure=381.11.56592.8SoilOverHeel=295.6494.9 SurchargeoverHeel=59.42.33138.6Sloped SoilOverHeel= SurchargeOverToe=SurchargeOverHeel=26.91.6745.0 AdjacentFootingLoad=AdjacentFootingLoad= AddedLateralLoad= AxialDeadLoadon Stem= Load@ Stem Above Soil= *AxialLiveLoadon Stem= =SoilOverToe=73.924.8 0.34 SurchargeOverToe= StemWeight(s)=450.01.01452.3 440.5731.4 TotalO.T.M. Earth@ StemTransitions= == FootingWeight=201.01.01202.1 =KeyWeight=0.79 Resisting/OverturningRatio1.67 VerticalLoadsused for Soil Pressure =1,047.4lbs Vert.Component= = 1,047.4lbs1,219.1 Total =R.M. *AxialliveloadNOTincludedin totaldisplayed,orused foroverturning resistance,butisincluded for soilpressure calculation. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof SlidingResistance. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationofOverturningResistance. Tilt Horizontal Deflection atTopofWalldueto settlementof soil (Deflectiondue towallbendingnot considered) Soil SpringReactionModulus250.0pci HorizontalDefl@TopofWall(approximateonly)0.056in Theabove calculationisnotvalidif theheel soilbearingpressureexceeds thatof the toe, because thewallwould then tend torotateinto theretained soil. 80 of 89 Page : 1 Hodge Engineering, Inc.6'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 6'Unrestrainedwall ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING CriteriaSoil Data =Allow Soil Bearing=p1,500.0sf RetainedHeight6.00ft EquivalentFluid PressureMethod Wallheightabove soil=0.50ft ActiveHeel Pressure=35.0psf/ft Slope BehindWall=0.00 = Heightof SoiloverToe=12.00inPassive Pressure=p250.0sf/ft SoilDensity,Heel=110.00pcf Waterheightoverheel=0.0ft SoilDensity,Toe=110.00pcf Footing||SoilFriction=0.350 Soilheight toignore forpassivepressure=0.00in SurchargeLoadsLateralLoadAppliedtoStem AdjacentFootingLoad psf SurchargeOverHeelAdjacentFootingLoad=0.0lbs =40.0 LateralLoad=0.0#/ft UsedToResistSliding & Overturning FootingWidth=0.00ft ...Height toTop=0.00ft SurchargeOverToe=psf 0.0 Eccentricity=0.00in ...Height to Bottom=0.00ft Used for Sliding & Overturning Wall toFtgCLDist=0.00ft LoadType=Wind(W) FootingTypeLineLoad AxialLoadAppliedtoStem (ServiceLevel) Base Above/Below Soil =0.0ft AxialDeadLoad0.0lbs =Windon Exposed Stem0.0psf at BackofWall = AxialLiveLoadlbs 0.0 =(ServiceLevel) Poisson'sRatio=0.300 AxialLoad Eccentricity0.0in = 3rd2ndBottom Stem Construction DesignSummary Stem OKStem OKBarLap/Emb Wall StabilityRatiosDesignHeightAboveFtg ft=3.501.000.00 = Overturning 2.01OK WallMaterial Above "Ht"=ConcreteConcreteConcrete 1.56OK Sliding= DesignMethod=LRFDLRFDLRFD Thickness=8.008.008.00 Total BearingLoad=1,270lbsRebar Size=#444## ...resultantecc.=4.54in Rebar Spacing=12.0012.0012.00 Rebar Placedat=CenterCenterCenter Soil Pressure@Toe=847psfOK DesignData Soil Pressure@Heel=0psfOK 0.0620.4200.563 fb/FB+ fa/Fa= 1,500 Allowable=psf TotalForce@ Section Soil PressureLessThan Allowable ServiceLevellbs= ACIFactored@Toe=1,977psf StrengthLevellbs=225.9801.8892.2 ACIFactored@Heel=0psf Moment....Actual Footing Shear@Toe=17.6psiOK ServiceLevelft-#= Footing Shear@Heel =11.9psiOK StrengthLevelft-#=209.51,421.21,906.5 Allowable=75.0psi Moment.....Allowable=ft-#3,387.63,387.63,387.6 SlidingCalcs Shear.....Actual Lateral SlidingForce 883.3lbs = ServiceLevelpsi= less100% PassiveForce=632.8lbs - StrengthLevel less100%FrictionForce=740.7lbs - psi=4.716.718.6 Shear.....Allowable=psi75.075.075.0 lbsOK AddedForceReq'd=0.0 WallWeightpsf=100.0100.0100.0 ....for1.5 Stability=0.0lbsOK 4.00 RebarDepth'd'in=4.004.00 MasonryData f'mpsi= Fspsi= SolidGrouting= Vertical componentofactivelateral soilpressure IS = ModularRatio'n' NOT consideredin the calculationof soilbearing ShortTermFactor= Equiv. SolidThick. = LoadFactors Masonry BlockType=MediumWeight BuildingCodeIBC2015,ACI MasonryDesignMethod=ASD DeadLoad1.200 ConcreteData LiveLoad1.600 f'cpsi=2,500.02,500.02,500.0 Earth, H1.600 Fypsi=60,000.060,000.060,000.0 Wind, W1.000 Seismic, E1.000 81 of 89 Page : 2 Hodge Engineering, Inc.6'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 6'Unrestrainedwall ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING ConcreteStem RebarArea Details 3rd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0126in2/ft (4/3)* As :0.0169in2/ftMin StemT&SReinf Area0.576in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ 2nd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0858in2/ft (4/3)* As :0.1144in2/ftMin StemT&SReinf Area0.480in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ Bottom StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.1151in2/ft (4/3)* As :0.1535in2/ftMin StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.2in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in Footing Dimensions & StrengthsFooting Design Results 1.30 ToeWidth=ft ToeHeel = HeelWidth1.96 Factored Pressure=1,9770psf TotalFootingWidth=3.26 Mu' : Upward=1,421122ft-# Mu' : Downward=224832ft-# FootingThickness =9.00in Mu:Design=1,197710ft-# KeyWidth=8.00in Actual1-Way Shear=17.6411.94psi KeyDepth=6.00in =75.0075.00psi Allow1-Way Shear KeyDistance fromToe=1.30ft ToeReinforcing=None Spec'd HeelReinforcing=None Spec'd f'c=2,500psiFy=60,000psi KeyReinforcing=#4@13.89in FootingConcreteDensity=150.00pcf Min. As %=0.0018 Other Acceptable Sizes & Spacings Cover@Top2.00@ Btm.==3.00inin Toe:Notreq'd:Mu<phi*5*lambda*sqrt(f'c)*Sm Heel:Notreq'd:Mu<phi*5*lambda*sqrt(f'c)*Sm Key:#4@13.89in,#5@21.53in,#6@30.56in,#7@41.67in, Min footingT&Sreinf Area0.63in2 Min footingT&Sreinf Areaper foot0.19in2/ft Ifonelayerofhorizontalbars:If twolayersofhorizontalbars: #4@12.35in#4@24.69in #5@19.14in#5@38.27in #6@27.16in#6@54.32in 82 of 89 Page : 3 Hodge Engineering, Inc.6'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 6'Unrestrainedwall ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING SummaryofOverturning & ResistingForces & Moments .....OVERTURNING..........RESISTING..... ForceDistanceMomentForceDistanceMoment lbsft-# ftft-#lbsft Item 2.61 Heel Active Pressure=797.32.251,794.0SoilOverHeel=855.22,232.4 SurchargeoverHeel=85.93.38289.9Sloped SoilOverHeel= SurchargeOverToe=SurchargeOverHeel=51.82.61135.3 AdjacentFootingLoad=AdjacentFootingLoad= AddedLateralLoad= AxialDeadLoadon Stem= Load@ Stem Above Soil= *AxialLiveLoadon Stem= =SoilOverToe=142.592.3 0.65 SurchargeOverToe= StemWeight(s)=650.01.631,058.9 883.32,084.0 TotalO.T.M. Earth@ StemTransitions= == FootingWeight=366.61.63597.2 =KeyWeight=50.01.6381.5 Resisting/OverturningRatio2.01 VerticalLoadsused for Soil Pressure =2,116.1lbs Vert.Component= = 2,116.1lbs4,197.6 Total =R.M. *AxialliveloadNOTincludedin totaldisplayed,orused foroverturning resistance,butisincluded for soilpressure calculation. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof SlidingResistance. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationofOverturningResistance. Tilt Horizontal Deflection atTopofWalldueto settlementof soil (Deflectiondue towallbendingnot considered) Soil SpringReactionModulus250.0pci HorizontalDefl@TopofWall(approximateonly)0.047in Theabove calculationisnotvalidif theheel soilbearingpressureexceeds thatof the toe, because thewallwould then tend torotateinto theretained soil. 83 of 89 Page : 1 Hodge Engineering, Inc.8'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 8'Unrestrainedwall40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING CriteriaSoil Data =Allow Soil Bearing=p1,500.0sf RetainedHeight8.00ft EquivalentFluid PressureMethod Wallheightabove soil=0.50ft ActiveHeel Pressure=35.0psf/ft Slope BehindWall=0.00 = Heightof SoiloverToe=12.00inPassive Pressure=p250.0sf/ft SoilDensity,Heel=110.00pcf Waterheightoverheel=0.0ft SoilDensity,Toe=110.00pcf Footing||SoilFriction=0.350 Soilheight toignore forpassivepressure=0.00in SurchargeLoadsLateralLoadAppliedtoStem AdjacentFootingLoad psf SurchargeOverHeelAdjacentFootingLoad=0.0lbs =40.0 LateralLoad=0.0#/ft UsedToResistSliding & Overturning FootingWidth=0.00ft ...Height toTop=0.00ft SurchargeOverToe=psf 0.0 Eccentricity=0.00in ...Height to Bottom=0.00ft Used for Sliding & Overturning Wall toFtgCLDist=0.00ft LoadType=Wind(W) FootingTypeLineLoad AxialLoadAppliedtoStem (ServiceLevel) Base Above/Below Soil =0.0ft AxialDeadLoad0.0lbs =Windon Exposed Stem0.0psf at BackofWall = AxialLiveLoadlbs 0.0 =(ServiceLevel) Poisson'sRatio=0.300 AxialLoad Eccentricity0.0in = 3rd2ndBottom Stem Construction DesignSummary Stem OKStem OKBarLap/Emb Wall StabilityRatiosDesignHeightAboveFtg ft=3.501.000.00 = Overturning 2.34OK WallMaterial Above "Ht"=ConcreteConcreteConcrete 1.51OK Sliding= DesignMethod=LRFDLRFDLRFD Thickness=8.008.008.00 Total BearingLoad=2,253lbsRebar Size=#555## ...resultantecc.=4.83in Rebar Spacing=12.0012.0010.75 Rebar Placedat=CenterCenterCenter Soil Pressure@Toe=874psfOK DesignData Soil Pressure@Heel=73psfOK 0.2080.7300.769 fb/FB+ fa/Fa= 1,500 Allowable=psf TotalForce@ Section Soil PressureLessThan Allowable ServiceLevellbs= ACIFactored@Toe=2,040psf StrengthLevellbs=658.61,514.51,531.8 ACIFactored@Heel=170psf Moment....Actual Footing Shear@Toe=18.6psiOK ServiceLevelft-#= Footing Shear@Heel =13.1psiOK StrengthLevelft-#=1,056.73,700.24,302.0 Allowable=75.0psi Moment.....Allowable=ft-#5,069.75,069.75,593.0 SlidingCalcs Shear.....Actual Lateral SlidingForce 1,532.0lbs = ServiceLevelpsi= less100% PassiveForce=1,003.5lbs - StrengthLevel less100%FrictionForce=1,314.0lbs - psi=13.731.631.9 Shear.....Allowable=psi75.075.075.0 lbsOK AddedForceReq'd=0.0 WallWeightpsf=100.0100.0100.0 ....for1.5 Stability=0.0lbsOK 4.00 RebarDepth'd'in=4.004.00 MasonryData f'mpsi= Fspsi= SolidGrouting= Vertical componentofactivelateral soilpressure IS = ModularRatio'n' NOT consideredin the calculationof soilbearing ShortTermFactor= Equiv. SolidThick. = LoadFactors Masonry BlockType=MediumWeight BuildingCodeIBC2015,ACI MasonryDesignMethod=ASD DeadLoad1.200 ConcreteData LiveLoad1.600 f'cpsi=2,500.02,500.02,500.0 Earth, H1.600 Fypsi=60,000.060,000.060,000.0 Wind, W1.000 Seismic, E1.000 84 of 89 Page : 2 Hodge Engineering, Inc.8'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 8'Unrestrainedwall40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING ConcreteStem RebarArea Details 3rd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.0638in2/ft (4/3)* As :0.0851in2/ftMin StemT&SReinf Area0.960in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.31in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ 2nd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.2234in2/ft (4/3)* As :0.2978in2/ftMin StemT&SReinf Area0.480in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.2234in2/ft#4@12.50in#4@25.00in Provided Area :0.31in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ Bottom StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.2597in2/ft (4/3)* As :0.3463in2/ftMin StemT&SReinf Area0.192in2 200bd/fy : 200(12)(4)/60000 :0.16in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.2597in2/ft#4@12.50in#4@25.00in Provided Area :0.346in2/ft#5@19.38in#5@38.75in Maximum Area :0.5419in2/ft#6@27.50in#6@55.00in Footing Dimensions & StrengthsFooting Design Results 2.05 ToeWidth=ft ToeHeel = HeelWidth2.71 Factored Pressure=2,040170psf TotalFootingWidth=4.76 Mu' : Upward=3,708916ft-# Mu' : Downward=6532,721ft-# FootingThickness =12.00in Mu:Design=3,0551,805ft-# KeyWidth=8.00in Actual1-Way Shear=18.6313.07psi KeyDepth=10.00in =75.0075.00psi Allow1-Way Shear KeyDistance fromToe=2.05ft ToeReinforcing=#4@9.26in HeelReinforcing=#4@18.00in f'c=2,500psiFy=60,000psi KeyReinforcing=#4@13.89in FootingConcreteDensity=150.00pcf Min. As %=0.0018 Other Acceptable Sizes & Spacings Cover@Top2.00@ Btm.==3.00inin Toe:#4@9.26in,#5@14.35in,#6@20.37in,#7@27.78in,#8@36.57in,#9@46 Heel:Notreq'd:Mu<phi*5*lambda*sqrt(f'c)*Sm Key:#4@13.89in,#5@21.53in,#6@30.56in,#7@41.67in, Min footingT&Sreinf Area1.23in2 Min footingT&Sreinf Areaper foot0.26in2/ft Ifonelayerofhorizontalbars:If twolayersofhorizontalbars: #4@9.26in#4@18.52in #5@14.35in#5@28.70in #6@20.37in#6@40.74in 85 of 89 Page : 3 Hodge Engineering, Inc.8'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 8'Unrestrainedwall40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING SummaryofOverturning & ResistingForces & Moments .....OVERTURNING..........RESISTING..... ForceDistanceMomentForceDistanceMoment lbsft-# ftft-#lbsft Item 3.74 Heel Active Pressure=1,417.53.004,252.5SoilOverHeel=1,800.36,725.0 SurchargeoverHeel=114.54.50515.5Sloped SoilOverHeel= SurchargeOverToe=SurchargeOverHeel=81.83.74305.7 AdjacentFootingLoad=AdjacentFootingLoad= AddedLateralLoad= AxialDeadLoadon Stem= Load@ Stem Above Soil= *AxialLiveLoadon Stem= =SoilOverToe=225.0230.2 1.02 SurchargeOverToe= StemWeight(s)=850.02.382,022.3 1,532.04,768.0 TotalO.T.M. Earth@ StemTransitions= == FootingWeight=713.82.381,698.1 =KeyWeight=83.32.38198.3 Resisting/OverturningRatio2.34 VerticalLoadsused for Soil Pressure =3,754.3lbs Vert.Component= = 3,754.3lbs11,179.6 Total =R.M. *AxialliveloadNOTincludedin totaldisplayed,orused foroverturning resistance,butisincluded for soilpressure calculation. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof SlidingResistance. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationofOverturningResistance. Tilt Horizontal Deflection atTopofWalldueto settlementof soil (Deflectiondue towallbendingnot considered) Soil SpringReactionModulus250.0pci HorizontalDefl@TopofWall(approximateonly)0.043in Theabove calculationisnotvalidif theheel soilbearingpressureexceeds thatof the toe, because thewallwould then tend torotateinto theretained soil. 86 of 89 Page : 1 Hodge Engineering, Inc.10'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 10'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING CriteriaSoil Data =Allow Soil Bearing=p1,500.0sf RetainedHeight10.00ft EquivalentFluid PressureMethod Wallheightabove soil=0.50ft ActiveHeel Pressure=35.0psf/ft Slope BehindWall=0.00 = Heightof SoiloverToe=12.00inPassive Pressure=p250.0sf/ft SoilDensity,Heel=110.00pcf Waterheightoverheel=0.0ft SoilDensity,Toe=110.00pcf Footing||SoilFriction=0.350 Soilheight toignore forpassivepressure=0.00in SurchargeLoadsLateralLoadAppliedtoStem AdjacentFootingLoad psf SurchargeOverHeelAdjacentFootingLoad=0.0lbs =40.0 LateralLoad=0.0#/ft UsedToResistSliding & Overturning FootingWidth=0.00ft ...Height toTop=0.00ft SurchargeOverToe=psf 0.0 Eccentricity=0.00in ...Height to Bottom=0.00ft Used for Sliding & Overturning Wall toFtgCLDist=0.00ft LoadType=Wind(W) FootingTypeLineLoad AxialLoadAppliedtoStem (ServiceLevel) Base Above/Below Soil =0.0ft AxialDeadLoad0.0lbs =Windon Exposed Stem0.0psf at BackofWall = AxialLiveLoadlbs 0.0 =(ServiceLevel) Poisson'sRatio=0.300 AxialLoad Eccentricity0.0in = 3rd2ndBottom Stem Construction DesignSummary Stem OKStem OKBarLap/Emb Wall StabilityRatiosDesignHeightAboveFtg ft=3.501.000.00 = Overturning 2.65OK WallMaterial Above "Ht"=ConcreteConcreteConcrete 1.52OK Sliding= DesignMethod=LRFDLRFDLRFD Thickness=8.008.008.00 Total BearingLoad=3,375lbsRebar Size=#555## ...resultantecc.=4.54in Rebar Spacing=10.0010.009.00 Rebar Placedat=EdgeEdgeEdge Soil Pressure@Toe=865psfOK DesignData Soil Pressure@Heel=213psfOK 0.3110.7930.769 fb/FB+ fa/Fa= 1,500 Allowable=psf TotalForce@ Section Soil PressureLessThan Allowable ServiceLevellbs= ACIFactored@Toe=2,019psf StrengthLevellbs=1,315.42,451.32,342.5 ACIFactored@Heel=497psf Moment....Actual Footing Shear@Toe=28.8psiOK ServiceLevelft-#= Footing Shear@Heel =17.8psiOK StrengthLevelft-#=2,993.37,628.78,147.8 Allowable=75.0psi Moment.....Allowable=ft-#9,623.19,623.110,601.6 SlidingCalcs Shear.....Actual Lateral SlidingForce 2,257.5lbs = ServiceLevelpsi= less100% PassiveForce=1,459.2lbs - StrengthLevel less100%FrictionForce=1,968.8lbs - psi=17.733.031.5 Shear.....Allowable=psi75.075.075.0 lbsOK AddedForceReq'd=0.0 WallWeightpsf=100.0100.0100.0 ....for1.5 Stability=0.0lbsOK 6.19 RebarDepth'd'in=6.196.19 MasonryData f'mpsi= Fspsi= SolidGrouting= Vertical componentofactivelateral soilpressure IS = ModularRatio'n' NOT consideredin the calculationof soilbearing ShortTermFactor= Equiv. SolidThick. = LoadFactors Masonry BlockType=MediumWeight BuildingCodeIBC2015,ACI MasonryDesignMethod=ASD DeadLoad1.200 ConcreteData LiveLoad1.600 f'cpsi=2,500.02,500.02,500.0 Earth, H1.600 Fypsi=60,000.060,000.060,000.0 Wind, W1.000 Seismic, E1.000 87 of 89 Page : 2 Hodge Engineering, Inc.10'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 10'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING ConcreteStem RebarArea Details 3rd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.1133in2/ft (4/3)* As :0.1511in2/ftMin StemT&SReinf Area1.344in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.1728in2/ft#4@12.50in#4@25.00in Provided Area :0.372in2/ft#5@19.38in#5@38.75in Maximum Area :0.8382in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ 2nd StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.2889in2/ft (4/3)* As :0.3852in2/ftMin StemT&SReinf Area0.480in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.2889in2/ft#4@12.50in#4@25.00in Provided Area :0.372in2/ft#5@19.38in#5@38.75in Maximum Area :0.8382in2/ft#6@27.50in#6@55.00in _______________________________________________________________________________________________________________________________________________________________________________________________________ _________________________________________ Bottom StemVerticalReinforcingHorizontalReinforcing As(basedonappliedmoment) :0.3085in2/ft (4/3)* As :0.4114in2/ftMin StemT&SReinf Area0.192in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475in2/ftMin StemT&SReinf Areaper ft of stemHeight : 0.192in2/ft 0.0018bh : 0.0018(12)(8) :0.1728in2/ftHorizontalReinforcingOptions : ============Onelayerof :Twolayersof : Required Area :0.3085in2/ft#4@12.50in#4@25.00in Provided Area :0.4133in2/ft#5@19.38in#5@38.75in Maximum Area :0.8382in2/ft#6@27.50in#6@55.00in Footing Dimensions & StrengthsFooting Design Results 2.80 ToeWidth=ft ToeHeel = HeelWidth3.46 Factored Pressure=2,019497psf TotalFootingWidth=6.26 Mu' : Upward=7,0072,829ft-# Mu' : Downward=1,2196,113ft-# FootingThickness =12.00in Mu:Design=5,7873,283ft-# KeyWidth=8.00in Actual1-Way Shear=28.8517.82psi KeyDepth=17.00in =75.0075.00psi Allow1-Way Shear KeyDistance fromToe=2.80ft ToeReinforcing=None Spec'd HeelReinforcing=None Spec'd f'c=2,500psiFy=60,000psi KeyReinforcing=#5@21.53in FootingConcreteDensity=150.00pcf Min. As %=0.0018 Other Acceptable Sizes & Spacings Cover@Top2.00@ Btm.==3.00inin Toe:#4@9.26in,#5@14.35in,#6@20.37in,#7@27.78in,#8@36.57in,#9@46 Heel:#4@9.26in,#5@14.35in,#6@20.37in,#7@27.78in,#8@36.57in,#9@46 Key:#4@13.89in,#5@21.53in,#6@30.56in,#7@41.67in, Min footingT&Sreinf Area1.62in2 Min footingT&Sreinf Areaper foot0.26in2/ft Ifonelayerofhorizontalbars:If twolayersofhorizontalbars: #4@9.26in#4@18.52in #5@14.35in#5@28.70in #6@20.37in#6@40.74in 88 of 89 Page : 3 Hodge Engineering, Inc.10'Unrestrained40psf Surcharge Title : Job# :Dsgnr: JEH 2615JahnAveNWGigHarbor,WA STe. E5 Description.... 253-857-7055 10'Unrestrainedwallwith40psfsurcharge ThisWallinFile: c:\\users\\johnhodge\\documents\\retainpro10project files\\unrestrainedwalls2.rpx RetainPro(c)1987-2016, Build11.16.06.24 CantileveredRetainingWall License: KW-06053958 Code: IBC 2015,ACI318-14,ACI530-13 LicenseTo:HODGE ENGINEERING SummaryofOverturning & ResistingForces & Moments .....OVERTURNING..........RESISTING..... ForceDistanceMomentForceDistanceMoment lbsft-# ftft-#lbsft Item 4.86 Heel Active Pressure=2,117.53.677,764.2SoilOverHeel=3,075.414,947.8 SurchargeoverHeel=140.05.50770.0Sloped SoilOverHeel= SurchargeOverToe=SurchargeOverHeel=111.84.86543.6 AdjacentFootingLoad=AdjacentFootingLoad= AddedLateralLoad= AxialDeadLoadon Stem= Load@ Stem Above Soil= *AxialLiveLoadon Stem= =SoilOverToe=307.5429.9 1.40 SurchargeOverToe= StemWeight(s)=1,050.03.133,285.6 2,257.58,534.2 TotalO.T.M. Earth@ StemTransitions= == FootingWeight=938.83.132,937.5 =KeyWeight=141.73.13443.3 Resisting/OverturningRatio2.65 VerticalLoadsused for Soil Pressure =5,625.2lbs Vert.Component= = 5,625.2lbs22,587.7 Total =R.M. *AxialliveloadNOTincludedin totaldisplayed,orused foroverturning resistance,butisincluded for soilpressure calculation. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationof SlidingResistance. Vertical componentofactivelateral soilpressure IS NOT consideredin the calculationofOverturningResistance. Tilt Horizontal Deflection atTopofWalldueto settlementof soil (Deflectiondue towallbendingnot considered) Soil SpringReactionModulus250.0pci HorizontalDefl@TopofWall(approximateonly)0.040in Theabove calculationisnotvalidif theheel soilbearingpressureexceeds thatof the toe, because thewallwould then tend torotateinto theretained soil. 89 of 89 Qfsnju!$ CC32!11234 CVJMEJOH!QFSNJU 1444 BAKER HEIGHTS LOOP LOT 35 INSPECTION CARD NEW SFR SOUND VIEW ESTATES PH 4 - HARBOR PROTECT THIS CARD FROM THE WEATHER CUSTOM HOMES - 3041 A GL CvjmejohQmvncjohNfdibojdbmBmbsn0Tqsjolmfs Uijt!Qmbdbse!nvtu!cf!qptufe!po!ps!ofbs!cvjmejoh!boe!uif!Qfsnju!'#Bqqspwfe#!qmbot!nvtu!cf!bu!uif!tjuf/ Qfsnju!$!CC32!11234 POST ON SITE Call the following Agency Telephone Numbers for inspections: - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the Building Department Inspections:(360)473-5870 finished wall structure. Cross Connection/Grease Interceptor:(360)473-5927 - Reinspection fee may be assessed if inspection has been PW Development Engineering:(360)473-2325 requested when not ready or corrections are not completed. Kitsap Public Health:(360)728-2235- Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be Fire - Fire Department:(360)473-5385 assessed. L&I - Dept. of Labor and Industry:(360) 308-2800 InspectionAPPDATENotes Foundation Footings, Property lines shall be properly identified Foundation/Footing Drain System Foundation Walls / Hold downs 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) Framing Inspection (Mechanical & Plumb Rough-In, Elect Cover Completed) Insulation - Wall SHEAR WALL INTERIOR Sheetrock Nailing Paved Driveway & parking areas Insulation - Ceiling Insulation - Underfloor Energy Code - Duct Testing - Provide signed affidavit to Bldg Dept Energy Code - Air Leakage Test (Blower Door Test) L&I - Electrical Final Inspection PW - Sewer Lateral GJOBM!CVJMEJOH!!!!!!!!!!!!!!!!!!!!!!!!!!!!!)471*!584.6981 Bmm!pg!uif!bcpwf!nvtu!cf!bqqspwfe/!Bqqspwfe!Gjobm!Jotqfdujpo!hsbout!pddvqbodz!gps!tjohmf.gbnjmz!sftjefodf!pomz/! Dpnnfsdjbm!tusvduvsft!sfrvjsf!tfqbsbuf!Dfsujgjdbuf!pg!Pddvqbodz/ EP!OPU!PDDVQZ!CVJMEJOH!XJUIPVU!CVJMEJOH!EFQBSUNFOU!BQQSPWBM Page1 of 2 CVJMEJOH!QFSNJU 1444 BAKER HEIGHTS LOOP LOT 35 INSPECTION CARD NEW SFR SOUND VIEW ESTATES PH 4 - HARBOR PROTECT THIS CARD FROM THE WEATHER CUSTOM HOMES - 3041 A GL InspectionAPPDATENotes Sewer line video inspection Final Inspection - Building GJOBM!CVJMEJOH!!!!!!!!!!!!!!!!!!!!!!!!!!!!!)471*!584.6981 Bmm!pg!uif!bcpwf!nvtu!cf!bqqspwfe/!Bqqspwfe!Gjobm!Jotqfdujpo!hsbout!pddvqbodz!gps!tjohmf.gbnjmz!sftjefodf!pomz/! Dpnnfsdjbm!tusvduvsft!sfrvjsf!tfqbsbuf!Dfsujgjdbuf!pg!Pddvqbodz/ EP!OPU!PDDVQZ!CVJMEJOH!XJUIPVU!CVJMEJOH!EFQBSUNFOU!BQQSPWBM Page2 of 2 Qfsnju!$ PERMIT CENTER CC32!11234 RESIDENTIAL Building Permit Application Department of Community Development * 345 - 6th Street, Suite 600 * Bremerton * WA * 98337-1873 (360)473-5275 * Fax (360) 473-5278 * www.ci.bremerton.wa.us Applicant:OwnerContractorAuthorizedAgent Site Address: _________________________________________________________________ To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOROWNER Name:Name: Address:Address: City, State, Zip:City, State, Zip: License # & Exp. Date:Phone #:( ) Bremerton Business License:Authorized Agent Name: Contact Name:Address: Contact Phone #:( )City, State, Zip: Email address:Phone #: ( ) Tax ID/Parcel #:Email address: SewerSeptic What is the application for? (Please check) New Construction Alteration Addition NEW SINGLE-FAMILY RESIDENCE RESIDENTIAL REBUILD NEW DUPLEX RESIDENTIAL ADDITION NEW MANUFACTURED HOME RESIDENTIAL REPAIR or ALTERATION NEW GARAGE/CARPORT NEW ACCESSORY BUILDING OTHER: _________________________ DEMOLITION ______sf Interior ______sf Exterior** ______sf Foundation Wall** ______sf Roof / Section** ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES NO Scope of work proposed: Square Footage:1st FloorBasement Building: 2nd FloorOther 1st Floor Deck(s) Covered Garage: 2nd Floor Deck(s) Uncovered Valuation Plan Review FeePermit Fee Total Fees Surcharge Tech Fee Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee. Applicant's Signature Print NameDate (Continued on back) Rev. June 2016 Qfsnju!$ CC32!11234 PERMIT CENTER RESIDENTIALMECHANICAL /PLUMBING th Dept. of Community Development*345 6 Street, Suite 600*Bremerton*WA*98337-1873 Type of Fuel: Electric Gas Oil Propane Site Address;!``````````````````````````````````````````````! CONTRACTOR:OWNER: Address:Address: City, State, Zip:City, State, Zip: License #:Phone # ( ) Contact Phone #: ( )Tax ID/Parcel #: BremertonBusiness License: QTYTYPE OF EQUIPMENTQTYTYPE OF EQUIPMENT AIR CONDITIONER / EVAP COOLERBUILDING SEWER BOILER < = 100K BTUCLOTHES WASHER BOILER > 100K <= 500KDISHWASHER CLOTHES DRYERWITH EXHAUSTDRAIN PIPE CHANGE COOK STOVE FLOOR DRAIN/TRENCH DRAIN FAN / BATH OR EXHAUSTHOSE BIBB FIREPLACE GASOR GAS LOG INSERTLAWN SPRINKLER W/ BACKFLOW DEV FIREPLACE WOODOR WOODSTOVEMISC PLUMBING FURNACE ELECTRIC / HEATPUMPSINK (LAV, KITCHEN, MOP OR BAR) FURNACE LP GAS / DUCTINGSUMP PUMP FURNACE NATURAL GAS / DUCTINGTUB AND/OR SHOWER UNIT FURNACE OILTOILET / BIDET GASPIPE SYSTEMWATER HEATER ELECTRIC LP TANK < 2000 GALLONSWATER PIPE CHANGE MISC MECHANICAL EQUIPMENT RANGE HOOD WATER HEATERGASAND VENT MISC MECHANICAL ````````````````````````````````````````! ``````````````````````````````````````````!```````````````````````! Print NameDate Rev. June 2016 Qfsnju!$ CC32!11234 Qfsnju!$ CC32!11234 Qfsnju!$ CC32!11234 SFTJEFOUJBM!TJUF!QMBO!RVFTUJPOOBJSF! 1.Site Address:__________________________________________________________________ 2.Are any areas being developed on the site within 200 feet of the shoreline? Yes / No OPUF;!Jg!zft-!qmfbtf!gjmm!pvu!b!Tipsfmjof!Qfsnju!Tvcnjuubm!Difdlmjtu!)XBD!284.38.291*! DSJUJDBM!BSFB!DIFDLMJTU;! 3.Slope is calculated by dividing the verticalCheck all that apply to the site and areas within 200 feet of the distance by the horizontal distance and thensite. m ultiplying the result by 100. Example: _______ Flat: less than 5-feet elevation change over entire site. _______ Rolling: slopes on site generally less than 15%. !!!!!!Wfsujdbm! _______ Hilly: slopes present on site of more than 15% and Distance = 20’ less than 30%. _______ Steep: grades of greater than 30% present on site. Ipsj{poubm Distance = 100’ _______ Other (please describe): _______________________ Wfsujdbm!!!!!!31!gffu! _____________________________________________________________________ Ipsj{poubm!211!gffu!>!/3!Y!211!>!31&!tmpqf! 4.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 / No 5.Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes / No SFTJEFOUJBM!EFWFMPQNFOU!XPSLTIFFU; 6.What is the amount of grading proposed (in cubic yards), not including foundation area? Fill amount__________ Cut amount______________ Total grading________________ OPUF;!!Hsbejoh!pwfs!61!dvcjd!zbset!sfrvjsft!b!tfqbsbuf!qfsnju. Will the grading material be imported or exported? Yes / No measured from the finished exterior wall 7.Please provide the following information. The setbacks are of a structure to the lot line, not from the foundation. Accurately represent your setbacks on site plan. EFTDSJQUJPOQSPQPTFE!! *Use this as the second front yard setback Front yard setback for corner lots and through lots. Rear yard setback* Side yard setback **Development Coverage is defined as Side yard setback that portion of a lot covered by impervious Maximum height surface areas of all structures, and Development coverage** impervious paved areas, such as Number of off-street driveways and walkways. parking spaces 5!qbsljoh!tqbdft!bsf!joejdbufe jo!uif!tvcnjuufe!qmbot/!Uxp!bsf sfrvjsfe!qfs!CND!31/59/171/ Residential Questionnaire Revision: October 2008 J/H/!Qmboofs Qfsnju!$ CC32!11234 B ASIC P LAN C HECKLIST Developer/ApplicantOffice Use Only NAME_________________________PERMIT#____________________ BASIC#____________ PLAN_____CODE CYCLE ________________ Basic Approval Date:_____________ This checklist accompanies y 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 4Site Plans showing location of structure on parcel Site Specific letter from Engineer of Record approving the use with original seal & signature or blanket letter. Engineers 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