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MM 9 ENGINEERING CALCULATIONSPage 1 of 157 TABLE OF CONTENTS Project and Site Information ........................................................................................................... -Engineering Methods Explanation (2018 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) -Wind Speed Determination - Applied Technology Council -Seismic1 Spectral Response - Applied Technology Council -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 Information - Design 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 Reports - Individual 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 2018 International Building Code (IBC) Page 2 of 157 2018 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 specified on the full size engineering sheets. The enclosed engineering calculations document the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-16. Applying 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, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 12 (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 National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-16 12.8 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 7-16 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-16 section 12.8. Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. 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 strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing 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 2018 IBC have been traced through the structure. Refer to 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 for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. Page 3 of 157 Page 4 of 157 Hodge Engineering, Inc. John E. Hodge P. E. 3733 Rosedale St, Suite 200, Gig Harbor, WA 98335 (253) 857-7055 ASCE 7-16: Snow Loading Calculation Site: 15543 Bergh CT SE, Yelm, WA 98597 Plan: Hampton Job: 230114 Three resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). “This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state”. 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications 3. ASCE 7-16 Chapter 7 Snow Loads Ground Snow Load pg: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 355 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2) ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1) ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading pf = 0.7CeCtIpg = 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 Page 5 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 6.00 Elevation (between stories) 5.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.223s 0.223s Approximate Ta 0.223s 0.223s Maximum T 0.312s 0.312s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 78 mph Page 6 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw June 3, 2021 10:12:01 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1:SW1 19 2 6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2 4-1:SW1 128C-2 4-22-21-1:SW1 19 2B-1 C-1:SW1 128 4374376787506787504052 4052 14741420237014061012142014061012442038081474142023704420140610124420589414206178140610121872 1872 966947966947320932096986987197246982788312269824177192050724339339374374374374 382382168168386538658078072482231931321799876248289223192319178922332233109710801097108028805731576126346205739271028157598612634333620Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 7 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw June 3, 2021 10:12:01 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1:SW1 19 2 6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2 3-1:SW1 19 2B-3 5-1:SW1 19 22447 244714741420237014061012147414202370140610122159215969871972469871972423298078228768922246573593580612634620 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 8 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw June 3, 2021 10:12:01 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1:SW1 19 2 6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2 4-1:SW1 128C-2 4-22-21-1:SW1 19 2B-1 C-1:SW1 128 325504557504557423417921727288217091230172717091230461938751792172728824619170912304619641117276757170912301135586574586574345886586589189786530643481865260489121528974364804804804803691631634208109510951115109527032525362719581095270311152525252519461431703692703692357974720574777475674711781310205743747774420756 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 9 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw June 3, 2021 10:12:01 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1:SW1 19 2 6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2 3-1:SW1 19 2B-3 5-1:SW1 19 2297617921727288217091230179217272882170912302675865891897865891897291010951115109511152741747774756747774756 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 10 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 22.00 1'-6.0 Level 2 12.50 10.0 8.00 14.0 14.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 12.00 North Side 30.3 1.00 Extent X,Y =35.50 38.00 South Side 30.3 1.00 Ridge Y Location, Offset 31.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 33.50 11.00 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =0.00 10.00 North Joined 149.7 1.00 Extent X,Y =28.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 8.00 North Joined 90.0 1.00 Extent X,Y =14.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00 Block 4 1 Story N-S Ridge Location X,Y =24.00 0.00 North Gable 90.0 1.00 Extent X,Y =11.00 11.00 South Gable 90.0 1.00 Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00 Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00 Block 5 1 Story E-W Ridge Location X,Y =0.50 4.50 North Side 90.0 1.00 Extent X,Y =22.50 5.00 South Side 18.5 1.00 Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00 Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.50 50.00 North Side 22.6 1.00 Extent X,Y =29.50 7.00 South Side 90.0 1.00 Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00 Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =14.00 57.00 North Gable 90.0 1.00 Extent X,Y =15.50 5.00 South Joined 157.4 1.00 Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00 Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00 Block 8 1 Story E-W Ridge Location X,Y =-10.00 13.00 North Side 22.6 1.00 Extent X,Y =10.00 19.50 South Side 22.6 1.00 Ridge Y Location, Offset 22.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 26.00 4.00 West Gable 90.0 1.00 Page 11 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) 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 Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 19 2 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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. Page 12 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 Seg 1 -10.00 12.00 32.67 20.67 20.67 - 9.00 Wall 1-1 Seg 1 -10.00 12.00 32.67 20.67 20.67 0.44 - Line 2 Level 2 Line 2 1 0.00 8.00 50.00 42.00 37.00 - 8.00 Wall 2-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - - Segment 1 -- 8.00 30.17 22.17 - 0.36 - Opening 1 -- 30.17 35.17 5.00 -- 6.67 Segment 2 -- 35.17 50.00 14.83 - 0.54 - Level 1 Line 2 1 0.00 10.00 57.00 47.00 16.33 -9.00 Wall 2-1 Seg 1 0.00 10.00 12.00 2.00 0.00 4.50 - Wall 2-2 Seg 1 0.00 32.67 57.00 24.33 16.33 -- Segment 1 -- 32.67 49.83 17.17 - 1.86 - Opening 1 -- 49.83 53.83 4.00 -- 6.67 Segment 2 -- 53.83 43.67 10.17 - 2.16 - Opening 2 -- 43.67 45.67 2.00 -- 6.67 Segment 3 -- 45.67 37.50 8.17 - 2.16 - Opening 3 -- 37.50 39.50 2.00 -- 6.67 Segment 4 -- 39.50 57.00 17.50 - 2.84 - Line 3 Level 2 Line 3 Seg 1 14.00 8.00 50.00 42.00 0.00 - 8.00 Wall 3-1 Seg 1 14.00 8.00 10.00 2.00 0.00 4.00 - Level 1 Line 3 14.00 8.00 57.00 49.00 0.00 - 9.00 Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 - - Segment 1 -- 50.00 50.50 0.50 - - - Opening 1 -- 50.50 53.50 3.00 - - 6.67 Segment 2 -- 53.50 57.00 3.50 - - - Line 4 Level 1 Line 4 1 22.00 0.00 50.00 50.00 19.00 - 9.00 Wall 4-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - - Segment 1 -- 0.00 7.00 7.00 - 1.29 - Opening 1 -- 7.00 9.50 2.50 -- 6.67 Segment 2 -- 9.50 10.00 0.50 - 18.00 - Wall 4-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 - Line 5 Level 2 Line 5 Seg 1 28.00 10.00 50.00 40.00 0.00 - 8.00 Wall 5-1 Seg 1 28.00 10.00 12.00 2.00 0.00 4.00 - Line 6 Level 2 Line 6 1 35.00 12.00 50.00 38.00 29.83 - 8.00 Wall 6-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - - Segment 1 -- 12.00 28.00 16.00 - 0.50 - Opening 1 -- 28.00 30.50 2.50 -- 6.67 Segment 2 -- 30.50 35.50 5.00 - 1.60 - Opening 2 -- 35.50 37.50 2.00 -- 6.67 Segment 3 -- 37.50 46.33 8.83 - 0.91 - Opening 3 -- 46.33 48.33 2.00 -- 6.67 Segment 4 -- 48.33 50.00 1.67 - 4.80 - Level 1 Line 6 1 35.00 0.00 50.00 50.00 43.67 -9.00 Wall 6-1 Seg 1 35.00 0.00 50.00 50.00 43.67 -- Segment 1 -- 0.00 34.50 34.50 - 0.26 - Opening 1 -- 34.50 36.50 2.00 -- 6.67 Segment 2 -- 36.50 45.67 9.17 - 0.98 - Opening 2 -- 45.67 47.67 2.00 -- 6.67 Segment 3 -- 47.67 50.00 2.33 - 3.86 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00 Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - - Segment 1 -- 24.00 26.83 2.83 -3.18 - Page 13 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 26.83 31.83 5.00 - - 6.67 Segment 2 -- 31.83 35.00 3.17 - 2.84 - Line B Level 2 Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00 Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - - Segment 1 -- 0.00 4.17 4.17 - 1.92 - Opening 1 -- 4.17 10.17 6.00 -- 6.67 Segment 2 -- 10.17 14.00 3.83 - 2.09 - Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 -- Segment 1 -- 14.00 18.17 4.17 - 1.92 - Opening 1 -- 18.17 24.17 6.00 - - 6.67 Segment 2 -- 24.17 28.00 3.83 - 2.09 - Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 -- Segment 1 -- 28.00 31.67 3.67 - 2.18 - Opening 1 -- 31.67 34.00 2.33 - - 6.67 Segment 2 -- 34.00 35.00 1.00 - 8.00 - Level 1 Line B 2 10.50 -10.00 35.00 45.00 9.00 -9.00 Wall B-1 Seg 2 12.00 -10.00 0.00 10.00 3.00 -- Segment 1 -- -10.00 -7.00 3.00 - 3.00 - Opening 1 -- -7.00 -1.00 6.00 -- 6.67 Segment 2 -- -1.00 0.00 1.00 - 9.00 - Wall B-2 Seg 2 10.00 0.00 24.00 24.00 6.00 -- Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 18.00 15.00 - - 6.67 Segment 2 -- 18.00 21.00 3.00 - 3.00 - Opening 2 -- 21.00 23.50 2.50 -- 6.67 Segment 3 -- 23.50 24.00 0.50 - 18.00 - Line C Level 1 Line C 1 32.50 -10.00 35.00 45.00 18.17 - 9.00 Wall C-1 Seg 1 32.50 -10.00 0.00 10.00 6.17 - - Segment 1 -- -10.00 -3.83 6.17 - 1.46 - Opening 1 -- -3.83 -0.83 3.00 -- 6.67 Segment 2 -- -0.83 0.00 0.83 - 10.80 - Wall C-2 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 - Line D Level 2 Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00 Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - - Segment 1 -- 0.00 14.83 14.83 - 0.54 - Opening 1 -- 14.83 18.67 3.83 -- 6.67 Segment 2 -- 18.67 24.17 5.50 - 1.45 - Opening 2 -- 24.17 30.17 6.00 -- 6.67 Segment 3 -- 30.17 35.00 4.83 - 1.66 - Level 1 Line D 3 50.00 0.00 35.00 35.00 12.50 -9.00 Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 -- Segment 1 -- 14.50 20.17 5.67 - 1.59 - Opening 1 -- 20.17 28.17 8.00 -- 6.67 Segment 2 -- 28.17 35.00 6.83 - 1.32 - Line E Level 1 Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00 Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - - Segment 1 -- 0.00 4.33 4.33 - 2.08 - Opening 1 -- 4.33 10.17 5.83 -- 6.67 Segment 2 -- 10.17 14.50 4.33 - 2.08 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, 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), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Page 14 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. Page 15 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 18.5 - 382 - 1.0 - 339 - 339 6996 0.05 Line 2 Level 2 Ln2, Lev2 - S->N - - 2329 - - - 339 - - 12525 - - N->S - - 2146 - - - 339 - - 12525 - Wall 2-1 1 S->N - - 2329 - 1.0 - 339 - - 12525 - 1 N->S - - 2146 - 1.0 - 339 - - 12525 - Seg. 1 - S->N 62.9 0.0 1395 - 1.0 - 339 - 339 7504 0.19 - N->S 58.0 0.0 1286 - 1.0 - 339 - 339 7504 0.17 Seg. 2 - S->N 62.9 0.0 934 - 1.0 - 339 - 339 5021 0.19 - N->S 58.0 0.0 860 - 1.0 - 339 - 339 5021 0.17 Level 1 Ln2, Lev1 - Both - - 3865 - - - 339 - - 4847 - Wall 2-1 1 Both 0.0 -0 - 1.0 - 339 - - - - Wall 2-2 1 Both - - 3865 - 1.0 - 339 - - 4847 - Seg. 1 - Both 73.6 0.0 1264 - 1.0 - 339 - 339 5811 0.22 Seg. 2 - Both 99.3 0.0 1009 - .93 - 313 - 313 3187 0.32 Seg. 3 - Both 123.6 0.0 1009 - .93 - 313 - 313 2560 0.39 Seg. 4 - Both 33.3 0.0 583 - .70 - 238 - 238 4169 0.14 Line 4 Ln4, Lev1 - Both - - 2233 - - - 339 - - 6432 - Wall 4-1 1 Both - - 823 - 1.0 - 339 - - 2370 - Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall 4-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35 Line 6 Level 2 Ln6, Lev2 - S->N - - 2246 - - - 339 - - 10099 - - N->S - - 2102 - - - 339 - - 10099 - Wall 6-1 1 S->N - - 2246 - 1.0 - 339 - - 10099 - 1 N->S - - 2102 - 1.0 - 339 - - 10099 - Seg. 1 - S->N 75.3 0.0 1204 - 1.0 - 339 - 339 5416 0.22 - N->S 70.5 0.0 1127 - 1.0 - 339 - 339 5416 0.21 Seg. 2 - S->N 75.3 0.0 376 - 1.0 - 339 - 339 1693 0.22 - N->S 70.5 0.0 352 - 1.0 - 339 - 339 1693 0.21 Seg. 3 - S->N 75.3 0.0 665 - 1.0 - 339 - 339 2990 0.22 - N->S 70.5 0.0 622 - 1.0 - 339 - 339 2990 0.21 Seg. 4 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - - - N->S 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln6, Lev1 - S->N - - 2880 - - - 339 - - 14782 - - N->S - - 2857 - - - 339 - - 14782 - Wall 6-1 1 S->N - - 2880 - 1.0 - 339 - - 14782 - 1 N->S - - 2857 - 1.0 - 339 - - 14782 - Seg. 1 - S->N 66.0 0.0 2276 - 1.0 - 339 - 339 11679 0.19 - N->S 65.4 0.0 2258 - 1.0 - 339 - 339 11679 0.19 Seg. 2 - S->N 66.0 0.0 605 - 1.0 - 339 - 339 3103 0.19 - N->S 65.4 0.0 600 - 1.0 - 339 - 339 3103 0.19 Seg. 3 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - - - N->S 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 437 - - - 339 - - 1358 - Wall A-1 1 Both - - 437 - 1.0 - 339 - - 1358 - Seg. 1 - Both 68.6 0.0 194 - .63 - 213 - 213 604 0.32 Seg. 2 - Both 76.7 0.0 243 - .70 - 238 - 238 754 0.32 Line B Level 2 LnB, Lev2 - Both - - 2447 - - - 339 - - 6446 - Wall B-1 1 Both - - 1008 - 1.0 - 339 - - 2654 - Seg. 1 - Both 128.5 0.0 536 - 1.0 - 339 - 339 1411 0.38 Seg. 2 - Both 123.2 0.0 472 -.96 -324 -324 1244 0.38 Page 16 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEAR RESULTS (flexible wind design, continued) Wall B-2 1 Both - - 1008 -1.0 -339 - - 2654 - Seg. 1 - Both 128.5 0.0 536 - 1.0 - 339 - 339 1411 0.38 Seg. 2 - Both 123.2 0.0 472 - .96 - 324 - 324 1244 0.38 Wall B-3 1 Both - - 432 - 1.0 - 339 - - 1138 - Seg. 1 - Both 117.8 0.0 432 - .92 - 310 - 310 1138 0.38 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 LnB, Lev1 - Both - - 4052 - - 638 638 -A - 7656 - Wall B-1 2 Both - - 1351 1.01.0 638 638 - - 2552 - Seg. 1 - Both 450.2 2298312 0192678 9 1351 .67.67 425 425 - 851 2552 0.53 Seg. 2 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - - Wall B-2 2 Both - - 2701 1.01.0 638 638 - - 5104 - Seg. 1 - Both 450.2 2298312 0192678 9 1351 .67.67 425 425 - 851 2552 0.53 Seg. 2 - Both 450.2 2298312 0192678 9 1351 .67.67 425 425 - 851 2552 0.53 Seg. 3 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - - Line C LnC, Lev1 - Both - - 1872 - - - 339 - - 6150 - Wall C-1 1 Both - - 635 - 1.0 - 339 - - 2088 - Seg. 1 - Both 103.0 0.0 635 - 1.0 - 339 - 339 2088 0.30 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall C-2 1 Both 103.0 - 1236 - 1.0 - 339 - 339 4062 0.30 Line D Level 2 LnD, Lev2 - Both - - 2159 - - - 339 - - 8519 - Wall D-1 1 Both - - 2159 - 1.0 - 339 - - 8519 - Seg. 1 - Both 85.8 0.0 1273 - 1.0 - 339 - 339 5021 0.25 Seg. 2 - Both 85.8 0.0 472 - 1.0 - 339 - 339 1862 0.25 Seg. 3 - Both 85.8 0.0 415 - 1.0 - 339 - 339 1636 0.25 Level 1 LnD, Lev1 - Both - - 3209 - - - 495 - - 6185 - Wall D-1 3 Both - - 3209 - 1.0 - 495 - - 6185 - Seg. 1 - Both 256.8 0.0 1455 - 1.0 - 495 - 495 2804 0.52 Seg. 2 - Both 256.8 0.0 1754 - 1.0 - 495 - 495 3381 0.52 Line E LnE, Lev1 - Both - - 339 - - - 339 - - 2825 - Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 - Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 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 wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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. "S" indicates that the wind design criterion 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. Page 17 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 36519 1414.0 8073 8073 5651 5651 5651 5651 1 50010 1818.0 5623 5623 7203 7203 7203 7203 All 86529 - 13696 13696 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. 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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144 compression. Page 18 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 17.9 - 369 - 1.0 - 242 - 242 4997 0.07 Line 2 Level 2 Ln2, Lev2 - Both - - 2910 - - - 242 - - 8947 - Wall 2-1 1 Both - - 2910 - 1.0 - 242 - - 8947 - Seg. 1 - Both 78.7 0.0 1743 - 1.0 - 242 - 242 5360 0.33 Seg. 2 - Both 78.7 0.0 1167 - 1.0 - 242 - 242 3587 0.33 Level 1 Ln2, Lev1 - Both - - 4208 - - - 242 - - 3462 - Wall 2-1 1 Both 0.0 -0 - 1.0 - 242 - - - - Wall 2-2 1 Both - - 4208 - 1.0 - 242 - - 3462 - Seg. 1 - Both 80.2 0.0 1376 - 1.0 - 242 - 242 4151 0.33 Seg. 2 - Both 108.1 0.0 1099 - .93 - 224 - 224 2276 0.48 Seg. 3 - Both 134.5 0.0 1099 - .93 - 224 - 224 1828 0.60 Seg. 4 - Both 36.3 0.0 635 - .70 - 170 - 170 2978 0.21 Line 4 Ln4, Lev1 - Both - - 1431 - - - 242 - - 4594 - Wall 4-1 1 Both - - 527 - 1.0 - 242 - - 1693 - Seg. 1 - Both 75.3 0.0 527 - 1.0 - 242 - 242 1693 0.31 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall 4-2 1 Both 75.3 - 904 - 1.0 - 242 - 242 2902 0.31 Line 6 Level 2 Ln6, Lev2 - Both - - 2741 - - - 242 - - 7214 - Wall 6-1 1 Both - - 2741 - 1.0 - 242 - - 7214 - Seg. 1 - Both 91.9 0.0 1470 - 1.0 - 242 - 242 3869 0.38 Seg. 2 - Both 91.9 0.0 459 - 1.0 - 242 - 242 1209 0.38 Seg. 3 - Both 91.9 0.0 812 - 1.0 - 242 - 242 2136 0.38 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln6, Lev1 - Both - - 3579 - - - 242 - - 10559 - Wall 6-1 1 Both - - 3579 - 1.0 - 242 - - 10559 - Seg. 1 - Both 82.0 0.0 2828 - 1.0 - 242 - 242 8342 0.34 Seg. 2 - Both 82.0 0.0 751 - 1.0 - 242 - 242 2217 0.34 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 325 - - - 242 - - 970 - Wall A-1 1 Both - - 325 - 1.0 - 242 - - 970 - Seg. 1 - Both 51.0 0.0 145 - .63 - 152 - 152 431 0.34 Seg. 2 - Both 57.0 0.0 181 - .70 - 170 - 170 539 0.34 Line B Level 2 LnB, Lev2 - Both - - 2976 - - - 242 - - 4604 - Wall B-1 1^Both - - 1225 - 1.0 - 242 - - 1896 - Seg. 1 - Both 156.3 0.0 651 - 1.0 - 242 - 242 1008 0.65 Seg. 2 - Both 149.8 0.0 574 - .96 - 232 - 232 888 0.65 Wall B-2 1^Both - - 1225 - 1.0 - 242 - - 1896 - Seg. 1 - Both 156.3 0.0 651 - 1.0 - 242 - 242 1008 0.65 Seg. 2 - Both 149.8 0.0 574 - .96 - 232 - 232 888 0.65 Wall B-3 1^Both - - 525 - 1.0 - 242 - - 813 - Seg. 1 - Both 143.3 0.0 525 - .92 - 222 - 222 813 0.65 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 LnB, Lev1 - Both - - 4234 - - 456 456 -A - 5468 - Wall B-1 2^Both - - 1411 1.01.0 456 456 - - 1823 - Seg. 1 - Both 470.5 2298312 0192678 9 1411 .67.67 304 304 - 608 1823 0.77 Seg. 2 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - - Wall B-2 2^Both - - 2823 1.01.0 456 456 - - 3646 - Seg. 1 - Both 470.5 2298312 0192678 9 1411 .67 .67 304 304 -608 1823 0.77 Page 19 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE) 3 CAR.wsw Mar. 17, 2023 09:26:46 SHEAR RESULTS (flexible seismic design, continued) Seg. 2 - Both 470.5 2298312 0192678 9 1411 .67 .67 304 304 -608 1823 0.77 Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - - Line C LnC, Lev1 - Both - - 1135 - - - 242 - - 4393 - Wall C-1 1 Both - - 385 - 1.0 - 242 - - 1491 - Seg. 1 - Both 62.5 0.0 385 - 1.0 - 242 - 242 1491 0.26 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall C-2 1 Both 62.5 - 749 - 1.0 - 242 - 242 2902 0.26 Line D Level 2 LnD, Lev2 - Both - - 2675 - - - 242 - - 6085 - Wall D-1 1 Both - - 2675 - 1.0 - 242 - - 6085 - Seg. 1 - Both 106.3 0.0 1577 - 1.0 - 242 - 242 3587 0.44 Seg. 2 - Both 106.3 0.0 585 - 1.0 - 242 - 242 1330 0.44 Seg. 3 - Both 106.3 0.0 514 - 1.0 - 242 - 242 1169 0.44 Level 1 LnD, Lev1 - Both - - 3458 - - - 353 - - 4418 - Wall D-1 3^Both - - 3458 - 1.0 - 353 - - 4418 - Seg. 1 - Both 276.6 0.0 1567 - 1.0 - 353 - 353 2003 0.78 Seg. 2 - Both 276.6 0.0 1890 - 1.0 - 353 - 353 2415 0.78 Line E LnE, Lev1 - Both - - 436 - - - 242 - - 2018 - Wall E-1 1 Both - - 436 - 1.0 - 242 - - 2018 - Seg. 1 - Both 50.3 0.0 218 - .96 - 233 - 233 1009 0.22 Seg. 2 - Both 50.3 0.0 218 - .96 - 233 - 233 1009 0.22 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 length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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 criterion 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. Page 20 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.50 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.223s 0.223s Approximate Ta 0.223s 0.223s Maximum T 0.312s 0.312s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 78 mph Page 21 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE).wsw June 16, 2021 15:42:00 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1 5-1A-11-1D-12-1B-1 3-1C-1 3-240940967366667366640834083605715021510241666811495112581831510847314951125179417941374137432843284718285531997182474739209674433933937437437437435023502833161285687680089284622332233109710801097108028805739271028157598612634333620 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 22 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE).wsw June 16, 2021 15:42:00 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1 5-1B-11-1B-2 2-1B-3 4-12576 257615021510241614951125150215102416149511252220222071873974471873974423298078228768922246573593580612634620 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 23 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE).wsw June 16, 2021 15:42:00 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1 5-1A-11-1D-12-1B-1 3-1C-1 3-229147847347847338985669170717162745637916981222808517168414169812228356406403378844299334008442545869210487542546946946946939399441261974962106889910879511396686675686675349272811501278200725728755410738 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 24 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION A - GABLE).wsw June 16, 2021 15:42:00 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1 5-1B-11-1B-2 2-1B-3 4-1290317071716274516981222170717162745169812222610844869875844869875 283910681087106810872674728755738728755738Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 25 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 22.00 1'-6.0 Level 2 12.50 10.0 8.00 14.0 14.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 12.00 North Side 30.3 1.00 Extent X,Y =35.50 38.00 South Side 30.3 1.00 Ridge Y Location, Offset 31.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 33.50 11.00 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =0.00 10.00 North Joined 149.7 1.00 Extent X,Y =28.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 8.00 North Joined 90.0 1.00 Extent X,Y =14.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00 Block 4 1 Story N-S Ridge Location X,Y =24.00 0.00 North Gable 90.0 1.00 Extent X,Y =11.00 11.00 South Gable 90.0 1.00 Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00 Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00 Block 5 1 Story E-W Ridge Location X,Y =0.50 4.50 North Side 90.0 1.00 Extent X,Y =22.50 5.00 South Side 18.5 1.00 Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00 Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.50 50.00 North Side 22.6 1.00 Extent X,Y =29.50 7.00 South Side 90.0 1.00 Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00 Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =14.00 57.00 North Gable 90.0 1.00 Extent X,Y =15.50 5.00 South Joined 157.4 1.00 Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00 Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00 Page 26 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 2 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) 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 Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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. Page 27 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 1 0.00 8.00 50.00 42.00 37.00 - 8.00 Wall 1-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - - Segment 1 -- 8.00 30.17 22.17 - 0.36 - Opening 1 -- 30.17 35.17 5.00 -- 6.67 Segment 2 -- 35.17 50.00 14.83 - 0.54 - Level 1 Line 1 1 0.00 10.00 57.00 47.00 40.00 -9.00 Wall 1-1 Seg 1 0.00 10.00 57.00 47.00 40.00 -- Segment 1 -- 10.00 27.17 17.17 - 0.52 - Opening 1 -- 27.17 30.17 3.00 -- 6.67 Segment 2 -- 30.17 49.83 19.67 - 0.46 - Opening 2 -- 49.83 53.83 4.00 -- 6.67 Segment 3 -- 53.83 57.00 3.17 - 2.84 - Line 2 Level 2 Line 2 NSW 14.00 8.00 57.00 49.00 0.00 - 8.00 Wall 2-1 NSW 14.00 8.00 10.00 2.00 0.00 1.00 - Level 1 Line 2 14.00 8.00 57.00 49.00 0.00 - 9.00 Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 - - Segment 1 -- 50.00 50.50 0.50 - - - Opening 1 -- 50.50 53.50 3.00 - - 6.67 Segment 2 -- 53.50 57.00 3.50 - - - Line 3 Level 1 Line 3 1 22.00 0.00 50.00 50.00 19.00 - 9.00 Wall 3-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - - Segment 1 -- 0.00 7.00 7.00 - 1.29 - Opening 1 -- 7.00 9.50 2.50 -- 6.67 Segment 2 -- 9.50 10.00 0.50 - 18.00 - Wall 3-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 - Line 4 Level 2 Line 4 NSW 28.00 10.00 12.00 2.00 0.00 - 8.00 Wall 4-1 NSW 28.00 10.00 12.00 2.00 0.00 1.00 - Line 5 Level 2 Line 5 1 35.00 12.00 50.00 38.00 29.83 - 8.00 Wall 5-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - - Segment 1 -- 12.00 28.00 16.00 - 0.50 - Opening 1 -- 28.00 30.50 2.50 -- 6.67 Segment 2 -- 30.50 35.50 5.00 - 1.60 - Opening 2 -- 35.50 37.50 2.00 -- 6.67 Segment 3 -- 37.50 46.33 8.83 - 0.91 - Opening 3 -- 46.33 48.33 2.00 -- 6.67 Segment 4 -- 48.33 50.00 1.67 - 4.80 - Level 1 Line 5 1 35.00 0.00 50.00 50.00 43.67 -9.00 Wall 5-1 Seg 1 35.00 0.00 50.00 50.00 43.67 -- Segment 1 -- 0.00 34.50 34.50 - 0.26 - Opening 1 -- 34.50 36.50 2.00 -- 6.67 Segment 2 -- 36.50 45.67 9.17 - 0.98 - Opening 2 -- 45.67 47.67 2.00 -- 6.67 Segment 3 -- 47.67 50.00 2.33 - 3.86 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00 Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - - Segment 1 -- 24.00 26.83 2.83 - 3.18 - Opening 1 -- 26.83 31.83 5.00 -- 6.67 Segment 2 -- 31.83 35.00 3.17 - 2.84 - Line B Level 2 Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00 Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - - Segment 1 -- 0.00 4.17 4.17 -1.92 - Page 28 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 4.17 10.17 6.00 - - 6.67 Segment 2 -- 10.17 14.00 3.83 - 2.09 - Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 -- Segment 1 -- 14.00 18.17 4.17 - 1.92 - Opening 1 -- 18.17 24.17 6.00 - - 6.67 Segment 2 -- 24.17 28.00 3.83 - 2.09 - Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 -- Segment 1 -- 28.00 31.67 3.67 - 2.18 - Opening 1 -- 31.67 34.00 2.33 - - 6.67 Segment 2 -- 34.00 35.00 1.00 - 8.00 - Level 1 Line B 2 10.00 0.00 35.00 35.00 6.00 -9.00 Wall B-1 Seg 2 10.00 0.00 24.00 24.00 6.00 -- Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 18.00 15.00 -- 6.67 Segment 2 -- 18.00 21.00 3.00 - 3.00 - Opening 2 -- 21.00 23.50 2.50 -- 6.67 Segment 3 -- 23.50 24.00 0.50 - 18.00 - Line C Level 1 Line C Seg 1 32.00 0.00 35.00 35.00 12.00 - 9.00 Wall C-1 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 - Line D Level 2 Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00 Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - - Segment 1 -- 0.00 14.83 14.83 - 0.54 - Opening 1 -- 14.83 18.67 3.83 -- 6.67 Segment 2 -- 18.67 24.17 5.50 - 1.45 - Opening 2 -- 24.17 30.17 6.00 -- 6.67 Segment 3 -- 30.17 35.00 4.83 - 1.66 - Level 1 Line D 3 50.00 0.00 35.00 35.00 12.50 -9.00 Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 -- Segment 1 -- 14.50 20.17 5.67 - 1.59 - Opening 1 -- 20.17 28.17 8.00 -- 6.67 Segment 2 -- 28.17 35.00 6.83 - 1.32 - Line E Level 1 Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00 Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - - Segment 1 -- 0.00 4.33 4.33 - 2.08 - Opening 1 -- 4.33 10.17 5.83 -- 6.67 Segment 2 -- 10.17 14.50 4.33 - 2.08 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, 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), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Page 29 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. Page 30 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - S->N - - 2329 - - - 339 - - 12525 - - N->S - - 2146 - - - 339 - - 12525 - Wall 1-1 1 S->N - - 2329 - 1.0 - 339 - - 12525 - 1 N->S - - 2146 - 1.0 - 339 - - 12525 - Seg. 1 - S->N 62.9 0.0 1395 - 1.0 - 339 - 339 7504 0.19 - N->S 58.0 0.0 1286 - 1.0 - 339 - 339 7504 0.17 Seg. 2 - S->N 62.9 0.0 934 - 1.0 - 339 - 339 5021 0.19 - N->S 58.0 0.0 860 - 1.0 - 339 - 339 5021 0.17 Level 1 Ln1, Lev1 - Both - - 3502 - - - 339 - - 13223 - Wall 1-1 1 Both - - 3502 - 1.0 - 339 - - 13223 - Seg. 1 - Both 89.7 0.0 1539 - 1.0 - 339 - 339 5811 0.26 Seg. 2 - Both 89.7 0.0 1763 - 1.0 - 339 - 339 6658 0.26 Seg. 3 - Both 63.1 0.0 200 - .70 - 238 - 238 754 0.26 Line 3 Ln3, Lev1 - Both - - 2233 - - - 339 - - 6432 - Wall 3-1 1 Both - - 823 - 1.0 - 339 - - 2370 - Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall 3-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35 Line 5 Level 2 Ln5, Lev2 - S->N - - 2246 - - - 339 - - 10099 - - N->S - - 2102 - - - 339 - - 10099 - Wall 5-1 1 S->N - - 2246 - 1.0 - 339 - - 10099 - 1 N->S - - 2102 - 1.0 - 339 - - 10099 - Seg. 1 - S->N 75.3 0.0 1204 - 1.0 - 339 - 339 5416 0.22 - N->S 70.5 0.0 1127 - 1.0 - 339 - 339 5416 0.21 Seg. 2 - S->N 75.3 0.0 376 - 1.0 - 339 - 339 1693 0.22 - N->S 70.5 0.0 352 - 1.0 - 339 - 339 1693 0.21 Seg. 3 - S->N 75.3 0.0 665 - 1.0 - 339 - 339 2990 0.22 - N->S 70.5 0.0 622 - 1.0 - 339 - 339 2990 0.21 Seg. 4 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - - - N->S 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln5, Lev1 - S->N - - 2880 - - - 339 - - 14782 - - N->S - - 2857 - - - 339 - - 14782 - Wall 5-1 1 S->N - - 2880 - 1.0 - 339 - - 14782 - 1 N->S - - 2857 - 1.0 - 339 - - 14782 - Seg. 1 - S->N 66.0 0.0 2276 - 1.0 - 339 - 339 11679 0.19 - N->S 65.4 0.0 2258 - 1.0 - 339 - 339 11679 0.19 Seg. 2 - S->N 66.0 0.0 605 - 1.0 - 339 - 339 3103 0.19 - N->S 65.4 0.0 600 - 1.0 - 339 - 339 3103 0.19 Seg. 3 - S->N 0.0 0.0 0 - 1.0 - 339 - 339 - - - N->S 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 409 - - - 339 - - 1358 - Wall A-1 1 Both - - 409 - 1.0 - 339 - - 1358 - Seg. 1 - Both 64.2 0.0 182 - .63 - 213 - 213 604 0.30 Seg. 2 - Both 71.8 0.0 227 - .70 - 238 - 238 754 0.30 Line B Level 2 LnB, Lev2 - Both - - 2576 - - - 339 - - 6446 - Wall B-1 1 Both - - 1061 - 1.0 - 339 - - 2654 - Seg. 1 - Both 135.3 0.0 564 - 1.0 - 339 - 339 1411 0.40 Seg. 2 - Both 129.7 0.0 497 - .96 - 324 - 324 1244 0.40 Wall B-2 1 Both - - 1061 - 1.0 - 339 - - 2654 - Seg. 1 - Both 135.3 0.0 564 - 1.0 - 339 - 339 1411 0.40 Seg. 2 - Both 129.7 0.0 497 - .96 - 324 - 324 1244 0.40 Wall B-3 1 Both - - 455 - 1.0 - 339 - - 1138 - Seg. 1 - Both 124.0 0.0 455 -.92 -310 -310 1138 0.40 Page 31 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEAR RESULTS (flexible wind design, continued) Seg. 2 - Both 0.0 0.0 0 -1.0 -339 -339 - - Level 1 LnB, Lev1 - Both - - 4083 - - 833 833 -A - 6666 - Wall B-1 2 Both - - 4083 1.01.0 833 833 - - 6666 - Seg. 1 - Both 680.5 2298312 0192678 9 2041 .67.67 556 556 - 1111 3333 0.61 Seg. 2 - Both 680.5 2298312 0192678 9 2041 .67.67 556 556 - 1111 3333 0.61 Seg. 3 - Both 0.0 0.0 0 1.01.0 833 833 - 1667 - - Line C LnC, Lev1 - Both - - 1794 - - - 339 - - 4062 - Wall C-1 1 Both 149.5 - 1794 - 1.0 - 339 - 339 4062 0.44 Line D Level 2 LnD, Lev2 - Both - - 2220 - - - 339 - - 8519 - Wall D-1 1 Both - - 2220 - 1.0 - 339 - - 8519 - Seg. 1 - Both 88.2 0.0 1309 - 1.0 - 339 - 339 5021 0.26 Seg. 2 - Both 88.2 0.0 485 - 1.0 - 339 - 339 1862 0.26 Seg. 3 - Both 88.2 0.0 426 - 1.0 - 339 - 339 1636 0.26 Level 1 LnD, Lev1 - Both - - 3284 - - - 495 - - 6185 - Wall D-1 3 Both - - 3284 - 1.0 - 495 - - 6185 - Seg. 1 - Both 262.7 0.0 1489 - 1.0 - 495 - 495 2804 0.53 Seg. 2 - Both 262.7 0.0 1795 - 1.0 - 495 - 495 3381 0.53 Line E LnE, Lev1 - Both - - 339 - - - 339 - - 2825 - Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 - Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 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 wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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. "S" indicates that the wind design criterion 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. Page 32 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 36519 1414.0 7876 7876 5514 5514 5514 5514 1 43154 1611.5 4734 4734 6216 6216 6216 6216 All 79673 - 12610 12610 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. 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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144 compression. Page 33 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 2839 - - - 242 - - 8947 - Wall 1-1 1 Both - - 2839 - 1.0 - 242 - - 8947 - Seg. 1 - Both 76.7 0.0 1701 - 1.0 - 242 - 242 5360 0.32 Seg. 2 - Both 76.7 0.0 1138 - 1.0 - 242 - 242 3587 0.32 Level 1 Ln1, Lev1 - Both - - 3939 - - - 242 - - 9445 - Wall 1-1 1 Both - - 3939 - 1.0 - 242 - - 9445 - Seg. 1 - Both 100.9 0.0 1731 - 1.0 - 242 - 242 4151 0.42 Seg. 2 - Both 100.9 0.0 1983 - 1.0 - 242 - 242 4755 0.42 Seg. 3 - Both 71.0 0.0 225 - .70 - 170 - 170 539 0.42 Line 3 Ln3, Lev1 - Both - - 1396 - - - 242 - - 4594 - Wall 3-1 1 Both - - 514 - 1.0 - 242 - - 1693 - Seg. 1 - Both 73.5 0.0 514 - 1.0 - 242 - 242 1693 0.30 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall 3-2 1 Both 73.5 - 882 - 1.0 - 242 - 242 2902 0.30 Line 5 Level 2 Ln5, Lev2 - Both - - 2674 - - - 242 - - 7214 - Wall 5-1 1 Both - - 2674 - 1.0 - 242 - - 7214 - Seg. 1 - Both 89.6 0.0 1434 - 1.0 - 242 - 242 3869 0.37 Seg. 2 - Both 89.6 0.0 448 - 1.0 - 242 - 242 1209 0.37 Seg. 3 - Both 89.6 0.0 792 - 1.0 - 242 - 242 2136 0.37 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln5, Lev1 - Both - - 3492 - - - 242 - - 10559 - Wall 5-1 1 Both - - 3492 - 1.0 - 242 - - 10559 - Seg. 1 - Both 80.0 0.0 2759 - 1.0 - 242 - 242 8342 0.33 Seg. 2 - Both 80.0 0.0 733 - 1.0 - 242 - 242 2217 0.33 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 291 - - - 242 - - 970 - Wall A-1 1 Both - - 291 - 1.0 - 242 - - 970 - Seg. 1 - Both 45.6 0.0 129 - .63 - 152 - 152 431 0.30 Seg. 2 - Both 51.0 0.0 161 - .70 - 170 - 170 539 0.30 Line B Level 2 LnB, Lev2 - Both - - 2903 - - - 242 - - 4604 - Wall B-1 1^Both - - 1195 - 1.0 - 242 - - 1896 - Seg. 1 - Both 152.5 0.0 635 - 1.0 - 242 - 242 1008 0.63 Seg. 2 - Both 146.1 0.0 560 - .96 - 232 - 232 888 0.63 Wall B-2 1^Both - - 1195 - 1.0 - 242 - - 1896 - Seg. 1 - Both 152.5 0.0 635 - 1.0 - 242 - 242 1008 0.63 Seg. 2 - Both 146.1 0.0 560 - .96 - 232 - 232 888 0.63 Wall B-3 1^Both - - 512 - 1.0 - 242 - - 813 - Seg. 1 - Both 139.8 0.0 512 - .92 - 222 - 222 813 0.63 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 LnB, Lev1 - Both - - 3898 - - 595 595 -A - 4762 - Wall B-1 2^Both - - 3898 1.01.0 595 595 - - 4762 - Seg. 1 - Both 649.7 2298312 0192678 9 1949 .67.67 397 397 - 794 2381 0.82 Seg. 2 - Both 649.7 2298312 0192678 9 1949 .67.67 397 397 - 794 2381 0.82 Seg. 3 - Both 0.0 0.0 0 1.01.0 595 595 - 1190 - - Line C LnC, Lev1 - Both - - 835 - - - 242 - - 2902 - Wall C-1 1 Both 69.6 - 835 - 1.0 - 242 - 242 2902 0.29 Line D Level 2 LnD, Lev2 - Both - - 2610 - - - 242 - - 6085 - Wall D-1 1 Both - - 2610 -1.0 -242 - - 6085 - Page 34 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION A - GABLE).wsw Mar. 17, 2023 09:31:51 SHEAR RESULTS (flexible seismic design, continued) Seg. 1 - Both 103.7 0.0 1538 -1.0 -242 -242 3587 0.43 Seg. 2 - Both 103.7 0.0 570 - 1.0 - 242 - 242 1330 0.43 Seg. 3 - Both 103.7 0.0 501 - 1.0 - 242 - 242 1169 0.43 Level 1 LnD, Lev1 - Both - - 3378 - - - 353 - - 4418 - Wall D-1 3^Both - - 3378 - 1.0 - 353 - - 4418 - Seg. 1 - Both 270.3 0.0 1532 - 1.0 - 353 - 353 2003 0.76 Seg. 2 - Both 270.3 0.0 1847 - 1.0 - 353 - 353 2415 0.76 Line E LnE, Lev1 - Both - - 425 - - - 242 - - 2018 - Wall E-1 1 Both - - 425 - 1.0 - 242 - - 2018 - Seg. 1 - Both 49.1 0.0 213 - .96 - 233 - 233 1009 0.21 Seg. 2 - Both 49.1 0.0 213 - .96 - 233 - 233 1009 0.21 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 length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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 criterion 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. Page 35 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.50 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.223s 0.223s Approximate Ta 0.223s 0.223s Maximum T 0.312s 0.312s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 77 mph Page 36 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP).wsw June 16, 2021 15:52:06 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1 5-1A-11-1D-12-1B-1 3-1C-1 3-240940967366667366634263426539111261132836560784084367331132622784084317941794137413742760276055123712634551207956817885713393393743743743742890289067499270633766033533970222332233109710801097108022522252408705778112468408423292413 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 37 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP).wsw June 16, 2021 15:52:06 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1 5-1B-11-1B-2 2-1B-3 4-11931 1931112611328368408431126113283684084317041704551568571551568571154333533733733914971497408423413408423413 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 38 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP).wsw June 16, 2021 15:52:06 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1 5-1A-11-1D-12-1B-1 3-1C-1 3-2299491486491486350954621462147010855742109110477203147065461091104785965865831097502740310175023427721949777437482482482482360184513588805408223035438741435705694705694317663610301143175659636659385645 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 39 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP).wsw June 16, 2021 15:52:06 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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1 5-1B-11-1B-2 2-1B-3 4-1248714621470108510911047146214701085109110472319750772777750772777 24705405435405432336636659645636659645Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 40 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 22.00 1'-6.0 Level 2 12.50 10.0 8.00 14.0 14.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 12.00 North Side 30.3 1.00 Extent X,Y =35.50 38.00 South Side 30.3 1.00 Ridge Y Location, Offset 31.00 0.00 East Hip 33.7 1.00 Ridge Elevation, Height 33.50 11.00 West Hip 33.7 1.00 Block 2 2 Story N-S Ridge Location X,Y =0.00 10.00 North Joined 149.7 1.00 Extent X,Y =28.00 2.00 South Hip 30.0 1.00 Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 8.00 North Joined 150.0 1.00 Extent X,Y =14.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00 Block 4 1 Story N-S Ridge Location X,Y =24.00 0.00 North Gable 90.0 1.00 Extent X,Y =11.00 11.00 South Gable 90.0 1.00 Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00 Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00 Block 5 1 Story E-W Ridge Location X,Y =0.50 4.50 North Side 90.0 1.00 Extent X,Y =22.50 5.00 South Side 18.5 1.00 Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00 Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.50 50.00 North Side 22.6 1.00 Extent X,Y =29.50 7.00 South Side 90.0 1.00 Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00 Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =14.00 57.00 North Gable 90.0 1.00 Extent X,Y =15.50 5.00 South Joined 157.4 1.00 Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00 Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00 Page 41 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/0 7/16 - -Vert 77500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/0 7/16 --Vert 77500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) 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 Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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. Page 42 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 1 0.00 8.00 50.00 42.00 37.00 - 8.00 Wall 1-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - - Segment 1 -- 8.00 30.17 22.17 - 0.36 - Opening 1 -- 30.17 35.17 5.00 -- 6.67 Segment 2 -- 35.17 50.00 14.83 - 0.54 - Level 1 Line 1 1 0.00 10.00 57.00 47.00 40.00 -9.00 Wall 1-1 Seg 1 0.00 10.00 57.00 47.00 40.00 -- Segment 1 -- 10.00 27.17 17.17 - 0.52 - Opening 1 -- 27.17 30.17 3.00 -- 6.67 Segment 2 -- 30.17 49.83 19.67 - 0.46 - Opening 2 -- 49.83 53.83 4.00 -- 6.67 Segment 3 -- 53.83 57.00 3.17 - 2.84 - Line 2 Level 2 Line 2 NSW 14.00 8.00 57.00 49.00 0.00 - 8.00 Wall 2-1 NSW 14.00 8.00 10.00 2.00 0.00 1.00 - Level 1 Line 2 14.00 8.00 57.00 49.00 0.00 - 9.00 Wall 2-1 NSW 14.50 50.00 57.00 7.00 0.00 - - Segment 1 -- 50.00 50.50 0.50 - - - Opening 1 -- 50.50 53.50 3.00 - - 6.67 Segment 2 -- 53.50 57.00 3.50 - - - Line 3 Level 1 Line 3 1 22.00 0.00 50.00 50.00 19.00 - 9.00 Wall 3-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - - Segment 1 -- 0.00 7.00 7.00 - 1.29 - Opening 1 -- 7.00 9.50 2.50 -- 6.67 Segment 2 -- 9.50 10.00 0.50 - 18.00 - Wall 3-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 - Line 4 Level 2 Line 4 NSW 28.00 10.00 12.00 2.00 0.00 - 8.00 Wall 4-1 NSW 28.00 10.00 12.00 2.00 0.00 1.00 - Line 5 Level 2 Line 5 1 35.00 12.00 50.00 38.00 29.83 - 8.00 Wall 5-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - - Segment 1 -- 12.00 28.00 16.00 - 0.50 - Opening 1 -- 28.00 30.50 2.50 -- 6.67 Segment 2 -- 30.50 35.50 5.00 - 1.60 - Opening 2 -- 35.50 37.50 2.00 -- 6.67 Segment 3 -- 37.50 46.33 8.83 - 0.91 - Opening 3 -- 46.33 48.33 2.00 -- 6.67 Segment 4 -- 48.33 50.00 1.67 - 4.80 - Level 1 Line 5 1 35.00 0.00 50.00 50.00 43.67 -9.00 Wall 5-1 Seg 1 35.00 0.00 50.00 50.00 43.67 -- Segment 1 -- 0.00 34.50 34.50 - 0.26 - Opening 1 -- 34.50 36.50 2.00 -- 6.67 Segment 2 -- 36.50 45.67 9.17 - 0.98 - Opening 2 -- 45.67 47.67 2.00 -- 6.67 Segment 3 -- 47.67 50.00 2.33 - 3.86 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00 Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - - Segment 1 -- 24.00 26.83 2.83 - 3.18 - Opening 1 -- 26.83 31.83 5.00 -- 6.67 Segment 2 -- 31.83 35.00 3.17 - 2.84 - Line B Level 2 Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00 Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - - Segment 1 -- 0.00 4.17 4.17 -1.92 - Page 43 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 4.17 10.17 6.00 - - 6.67 Segment 2 -- 10.17 14.00 3.83 - 2.09 - Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 -- Segment 1 -- 14.00 18.17 4.17 - 1.92 - Opening 1 -- 18.17 24.17 6.00 - - 6.67 Segment 2 -- 24.17 28.00 3.83 - 2.09 - Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 -- Segment 1 -- 28.00 31.67 3.67 - 2.18 - Opening 1 -- 31.67 34.00 2.33 - - 6.67 Segment 2 -- 34.00 35.00 1.00 - 8.00 - Level 1 Line B 2 10.00 0.00 35.00 35.00 6.00 -9.00 Wall B-1 Seg 2 10.00 0.00 24.00 24.00 6.00 -- Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 18.00 15.00 -- 6.67 Segment 2 -- 18.00 21.00 3.00 - 3.00 - Opening 2 -- 21.00 23.50 2.50 -- 6.67 Segment 3 -- 23.50 24.00 0.50 - 18.00 - Line C Level 1 Line C Seg 1 32.00 0.00 35.00 35.00 12.00 - 9.00 Wall C-1 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 - Line D Level 2 Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00 Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - - Segment 1 -- 0.00 14.83 14.83 - 0.54 - Opening 1 -- 14.83 18.67 3.83 -- 6.67 Segment 2 -- 18.67 24.17 5.50 - 1.45 - Opening 2 -- 24.17 30.17 6.00 -- 6.67 Segment 3 -- 30.17 35.00 4.83 - 1.66 - Level 1 Line D 3 50.00 0.00 35.00 35.00 12.50 -9.00 Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 -- Segment 1 -- 14.50 20.17 5.67 - 1.59 - Opening 1 -- 20.17 28.17 8.00 -- 6.67 Segment 2 -- 28.17 35.00 6.83 - 1.32 - Line E Level 1 Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00 Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - - Segment 1 -- 0.00 4.33 4.33 - 2.08 - Opening 1 -- 4.33 10.17 5.83 -- 6.67 Segment 2 -- 10.17 14.50 4.33 - 2.08 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, 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), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Page 44 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. Page 45 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - S->N - - 1543 - - - 339 - - 12525 - - N->S - - 1533 - - - 339 - - 12525 - Wall 1-1 1 S->N - - 1543 - 1.0 - 339 - - 12525 - 1 N->S - - 1533 - 1.0 - 339 - - 12525 - Seg. 1 - S->N 41.7 0.0 924 - 1.0 - 339 - 339 7504 0.12 - N->S 41.4 0.0 919 - 1.0 - 339 - 339 7504 0.12 Seg. 2 - S->N 41.7 0.0 618 - 1.0 - 339 - 339 5021 0.12 - N->S 41.4 0.0 615 - 1.0 - 339 - 339 5021 0.12 Level 1 Ln1, Lev1 - Both - - 2890 - - - 339 - - 13223 - Wall 1-1 1 Both - - 2890 - 1.0 - 339 - - 13223 - Seg. 1 - Both 74.0 0.0 1270 - 1.0 - 339 - 339 5811 0.22 Seg. 2 - Both 74.0 0.0 1455 - 1.0 - 339 - 339 6658 0.22 Seg. 3 - Both 52.1 0.0 165 - .70 - 238 - 238 754 0.22 Line 3 Ln3, Lev1 - Both - - 2233 - - - 339 - - 6432 - Wall 3-1 1 Both - - 823 - 1.0 - 339 - - 2370 - Seg. 1 - Both 117.5 0.0 823 - 1.0 - 339 - 339 2370 0.35 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall 3-2 1 Both 117.5 - 1410 - 1.0 - 339 - 339 4062 0.35 Line 5 Level 2 Ln5, Lev2 - Both - - 1497 - - - 339 - - 10099 - Wall 5-1 1 Both - - 1497 - 1.0 - 339 - - 10099 - Seg. 1 - Both 50.2 0.0 803 - 1.0 - 339 - 339 5416 0.15 Seg. 2 - Both 50.2 0.0 251 - 1.0 - 339 - 339 1693 0.15 Seg. 3 - Both 50.2 0.0 443 - 1.0 - 339 - 339 2990 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln5, Lev1 - Both - - 2252 - - - 339 - - 14782 - Wall 5-1 1 Both - - 2252 - 1.0 - 339 - - 14782 - Seg. 1 - Both 51.6 0.0 1779 - 1.0 - 339 - 339 11679 0.15 Seg. 2 - Both 51.6 0.0 473 - 1.0 - 339 - 339 3103 0.15 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 409 - - - 339 - - 1358 - Wall A-1 1 Both - - 409 - 1.0 - 339 - - 1358 - Seg. 1 - Both 64.2 0.0 182 - .63 - 213 - 213 604 0.30 Seg. 2 - Both 71.8 0.0 227 - .70 - 238 - 238 754 0.30 Line B Level 2 LnB, Lev2 - Both - - 1931 - - - 339 - - 6446 - Wall B-1 1 Both - - 795 - 1.0 - 339 - - 2654 - Seg. 1 - Both 101.4 0.0 423 - 1.0 - 339 - 339 1411 0.30 Seg. 2 - Both 97.2 0.0 373 - .96 - 324 - 324 1244 0.30 Wall B-2 1 Both - - 795 - 1.0 - 339 - - 2654 - Seg. 1 - Both 101.4 0.0 423 - 1.0 - 339 - 339 1411 0.30 Seg. 2 - Both 97.2 0.0 373 - .96 - 324 - 324 1244 0.30 Wall B-3 1 Both - - 341 - 1.0 - 339 - - 1138 - Seg. 1 - Both 93.0 0.0 341 - .92 - 310 - 310 1138 0.30 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 LnB, Lev1 - Both - - 3426 - - 638 638 -A - 5104 - Wall B-1 2 Both - - 3426 1.01.0 638 638 - - 5104 - Seg. 1 - Both 571.1 2298312 0192678 9 1713 .67.67 425 425 - 851 2552 0.67 Seg. 2 - Both 571.1 2298312 0192678 9 1713 .67 .67 425 425 -851 2552 0.67 Page 46 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEAR RESULTS (flexible wind design, continued) Seg. 3 - Both 0.0 0.0 0 1.0 1.0 638 638 -1276 - - Line C LnC, Lev1 - Both - - 1794 - - - 339 - - 4062 - Wall C-1 1 Both 149.5 - 1794 - 1.0 - 339 - 339 4062 0.44 Line D Level 2 LnD, Lev2 - Both - - 1704 - - - 339 - - 8519 - Wall D-1 1 Both - - 1704 - 1.0 - 339 - - 8519 - Seg. 1 - Both 67.7 0.0 1005 - 1.0 - 339 - 339 5021 0.20 Seg. 2 - Both 67.7 0.0 372 - 1.0 - 339 - 339 1862 0.20 Seg. 3 - Both 67.7 0.0 327 - 1.0 - 339 - 339 1636 0.20 Level 1 LnD, Lev1 - Both - - 2760 - - - 495 - - 6185 - Wall D-1 3 Both - - 2760 - 1.0 - 495 - - 6185 - Seg. 1 - Both 220.8 0.0 1251 - 1.0 - 495 - 495 2804 0.45 Seg. 2 - Both 220.8 0.0 1509 - 1.0 - 495 - 495 3381 0.45 Line E LnE, Lev1 - Both - - 339 - - - 339 - - 2825 - Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 - Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 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 wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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. "S" indicates that the wind design criterion 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. Page 47 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 30966 1414.0 6865 6865 4806 4806 4806 4806 1 43154 1611.5 4866 4866 6216 6216 6216 6216 All 74120 - 11732 11732 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. 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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144 compression. Page 48 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 2470 - - - 242 - - 8947 - Wall 1-1 1 Both - - 2470 - 1.0 - 242 - - 8947 - Seg. 1 - Both 66.8 0.0 1480 - 1.0 - 242 - 242 5360 0.28 Seg. 2 - Both 66.8 0.0 990 - 1.0 - 242 - 242 3587 0.28 Level 1 Ln1, Lev1 - Both - - 3601 - - - 242 - - 9445 - Wall 1-1 1 Both - - 3601 - 1.0 - 242 - - 9445 - Seg. 1 - Both 92.2 0.0 1582 - 1.0 - 242 - 242 4151 0.38 Seg. 2 - Both 92.2 0.0 1813 - 1.0 - 242 - 242 4755 0.38 Seg. 3 - Both 64.9 0.0 205 - .70 - 170 - 170 539 0.38 Line 3 Ln3, Lev1 - Both - - 1435 - - - 242 - - 4594 - Wall 3-1 1 Both - - 529 - 1.0 - 242 - - 1693 - Seg. 1 - Both 75.5 0.0 529 - 1.0 - 242 - 242 1693 0.31 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall 3-2 1 Both 75.5 - 906 - 1.0 - 242 - 242 2902 0.31 Line 5 Level 2 Ln5, Lev2 - Both - - 2336 - - - 242 - - 7214 - Wall 5-1 1 Both - - 2336 - 1.0 - 242 - - 7214 - Seg. 1 - Both 78.3 0.0 1253 - 1.0 - 242 - 242 3869 0.32 Seg. 2 - Both 78.3 0.0 391 - 1.0 - 242 - 242 1209 0.32 Seg. 3 - Both 78.3 0.0 692 - 1.0 - 242 - 242 2136 0.32 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln5, Lev1 - Both - - 3176 - - - 242 - - 10559 - Wall 5-1 1 Both - - 3176 - 1.0 - 242 - - 10559 - Seg. 1 - Both 72.7 0.0 2510 - 1.0 - 242 - 242 8342 0.30 Seg. 2 - Both 72.7 0.0 667 - 1.0 - 242 - 242 2217 0.30 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 299 - - - 242 - - 970 - Wall A-1 1 Both - - 299 - 1.0 - 242 - - 970 - Seg. 1 - Both 46.9 0.0 133 - .63 - 152 - 152 431 0.31 Seg. 2 - Both 52.4 0.0 166 - .70 - 170 - 170 539 0.31 Line B Level 2 LnB, Lev2 - Both - - 2487 - - - 242 - - 4604 - Wall B-1 1^Both - - 1024 - 1.0 - 242 - - 1896 - Seg. 1 - Both 130.6 0.0 544 - 1.0 - 242 - 242 1008 0.54 Seg. 2 - Both 125.1 0.0 480 - .96 - 232 - 232 888 0.54 Wall B-2 1^Both - - 1024 - 1.0 - 242 - - 1896 - Seg. 1 - Both 130.6 0.0 544 - 1.0 - 242 - 242 1008 0.54 Seg. 2 - Both 125.1 0.0 480 - .96 - 232 - 232 888 0.54 Wall B-3 1^Both - - 439 - 1.0 - 242 - - 813 - Seg. 1 - Both 119.7 0.0 439 - .92 - 222 - 222 813 0.54 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 LnB, Lev1 - Both - - 3509 - - 456 456 -A - 3646 - Wall B-1 2^Both - - 3509 1.01.0 456 456 - - 3646 - Seg. 1 - Both 584.8 2298312 0192678 9 1754 .67.67 304 304 - 608 1823 0.96 Seg. 2 - Both 584.8 2298312 0192678 9 1754 .67.67 304 304 - 608 1823 0.96 Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - - Line C LnC, Lev1 - Both - - 859 - - - 242 - - 2902 - Wall C-1 1 Both 71.6 - 859 - 1.0 - 242 - 242 2902 0.30 Line D Level 2 LnD, Lev2 - Both - - 2319 - - - 242 - - 6085 - Wall D-1 1 Both - - 2319 -1.0 -242 - - 6085 - Page 49 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP).wsw Mar. 17, 2023 09:28:53 SHEAR RESULTS (flexible seismic design, continued) Seg. 1 - Both 92.2 0.0 1367 -1.0 -242 -242 3587 0.38 Seg. 2 - Both 92.2 0.0 507 - 1.0 - 242 - 242 1330 0.38 Seg. 3 - Both 92.2 0.0 445 - 1.0 - 242 - 242 1169 0.38 Level 1 LnD, Lev1 - Both - - 3109 - - - 353 - - 4418 - Wall D-1 3^Both - - 3109 - 1.0 - 353 - - 4418 - Seg. 1 - Both 248.7 0.0 1409 - 1.0 - 353 - 353 2003 0.70 Seg. 2 - Both 248.7 0.0 1700 - 1.0 - 353 - 353 2415 0.70 Line E LnE, Lev1 - Both - - 437 - - - 242 - - 2018 - Wall E-1 1 Both - - 437 - 1.0 - 242 - - 2018 - Seg. 1 - Both 50.4 0.0 219 - .96 - 233 - 233 1009 0.22 Seg. 2 - Both 50.4 0.0 219 - .96 - 233 - 233 1009 0.22 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 length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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 criterion 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. Page 50 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 6.00 Elevation (between stories) 5.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.223s 0.223s Approximate Ta 0.223s 0.223s Maximum T 0.312s 0.312s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 78 mph Page 51 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw June 3, 2021 10:08:32 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1:SW1 19 2 6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2 4-1:SW1 19 2C-2 4-22-21-1:SW1 19 2B-1 C-1 4374377207127207123456 34563770356310791085801377080680837704868110443748208221872 1872 966947966947271627165382331258854420455611758564339339374374374374 3833831691693399335197519922326203333719753391992199220302265111210961112109622522252408705778112468408423292413Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 52 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw June 3, 2021 10:08:32 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1:SW1 19 2 6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2 3-1:SW1 19 2B-3 5-1:SW1 19 2188310791085801806808109811048158208221684538555558544561564154333533733733914971497408423413408423413 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 53 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw June 3, 2021 10:08:32 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' E-1:SW1 19 2 6-1:SW1 19 2A-1:SW1 19 22-1D-13-1B-2 4-1:SW1 19 2C-2 4-22-21-1:SW1 19 2B-1 C-1 3345505445505443837418638991495150311104186111610714186568115035009111610711166602590602590318276928053175769239779219957974484944944944943791671673862553224422642814231155322445562264226423051471723712723712325565210561171179676652676394660 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 Page 54 of 157 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw June 3, 2021 10:08:32 -11' 8"-10'-8' 4"-6' 8"-5'-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" -6' 8" -5' -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' 41' 8" 43' 4" 45' 46' 8" 46' 8" 48' 4" 50' 51' 8" 53' 4" 55' 56' 8" 58' 4" 60' D-1:SW1 19 2 6-1:SW1 19 2B-1:SW1 19 22-1:SW1 19 2B-2 3-1:SW1 19 2B-3 5-1:SW1 19 225431495150311101116107114951503111011161071237876979279776979279725285535565535562393652676660652676660 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 Page 55 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 22.00 1'-6.0 Level 2 12.50 10.0 8.00 14.0 14.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 12.00 North Side 30.3 1.00 Extent X,Y =35.50 38.00 South Side 30.3 1.00 Ridge Y Location, Offset 31.00 0.00 East Hip 33.7 1.00 Ridge Elevation, Height 33.50 11.00 West Hip 33.7 1.00 Block 2 2 Story N-S Ridge Location X,Y =0.00 10.00 North Joined 149.7 1.00 Extent X,Y =28.00 2.00 South Hip 30.0 1.00 Ridge X Location, Offset 14.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 31.50 9.50 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 8.00 North Joined 150.0 1.00 Extent X,Y =14.00 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 7.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.00 4.50 West Side 33.7 1.00 Block 4 1 Story N-S Ridge Location X,Y =24.00 0.00 North Gable 90.0 1.00 Extent X,Y =11.00 11.00 South Gable 90.0 1.00 Ridge X Location, Offset 29.50 0.00 East Side 36.9 1.00 Ridge Elevation, Height 17.00 4.00 West Side 36.9 1.00 Block 5 1 Story E-W Ridge Location X,Y =0.50 4.50 North Side 90.0 1.00 Extent X,Y =22.50 5.00 South Side 18.5 1.00 Ridge Y Location, Offset 9.50 2.50 East Gable 90.0 1.00 Ridge Elevation, Height 14.50 1.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.50 50.00 North Side 22.6 1.00 Extent X,Y =29.50 7.00 South Side 90.0 1.00 Ridge Y Location, Offset 50.00 -3.50 East Gable 90.0 1.00 Ridge Elevation, Height 15.50 3.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =14.00 57.00 North Gable 90.0 1.00 Extent X,Y =15.50 5.00 South Joined 157.4 1.00 Ridge X Location, Offset 22.00 0.00 East Side 20.5 1.00 Ridge Elevation, Height 15.50 3.00 West Side 20.4 1.00 Block 8 1 Story E-W Ridge Location X,Y =-10.00 13.00 North Side 22.6 1.00 Extent X,Y =10.00 19.50 South Side 22.6 1.00 Ridge Y Location, Offset 22.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 26.00 4.00 West Gable 90.0 1.00 Page 56 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) 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 Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 19 2 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 128 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 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. Page 57 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 Seg 1 -10.00 12.00 32.67 20.67 20.67 - 9.00 Wall 1-1 Seg 1 -10.00 12.00 32.67 20.67 20.67 0.44 - Line 2 Level 2 Line 2 1 0.00 8.00 50.00 42.00 37.00 - 8.00 Wall 2-1 Seg 1 0.00 8.00 50.00 42.00 37.00 - - Segment 1 -- 8.00 30.17 22.17 - 0.36 - Opening 1 -- 30.17 35.17 5.00 -- 6.67 Segment 2 -- 35.17 50.00 14.83 - 0.54 - Level 1 Line 2 1 0.00 10.00 57.00 47.00 16.33 -9.00 Wall 2-1 Seg 1 0.00 10.00 12.00 2.00 0.00 4.50 - Wall 2-2 Seg 1 0.00 32.67 57.00 24.33 16.33 -- Segment 1 -- 32.67 49.83 17.17 - 1.86 - Opening 1 -- 49.83 53.83 4.00 -- 6.67 Segment 2 -- 53.83 43.67 10.17 - 2.16 - Opening 2 -- 43.67 45.67 2.00 -- 6.67 Segment 3 -- 45.67 37.50 8.17 - 2.16 - Opening 3 -- 37.50 39.50 2.00 -- 6.67 Segment 4 -- 39.50 57.00 17.50 - 2.84 - Line 3 Level 2 Line 3 Seg 1 14.00 8.00 50.00 42.00 0.00 - 8.00 Wall 3-1 Seg 1 14.00 8.00 10.00 2.00 0.00 4.00 - Level 1 Line 3 14.00 8.00 57.00 49.00 0.00 - 9.00 Wall 3-1 NSW 14.50 50.00 57.00 7.00 0.00 - - Segment 1 -- 50.00 50.50 0.50 - - - Opening 1 -- 50.50 53.50 3.00 - - 6.67 Segment 2 -- 53.50 57.00 3.50 - - - Line 4 Level 1 Line 4 1 22.00 0.00 50.00 50.00 19.00 - 9.00 Wall 4-1 Seg 1 24.00 0.00 10.00 10.00 7.00 - - Segment 1 -- 0.00 7.00 7.00 - 1.29 - Opening 1 -- 7.00 9.50 2.50 -- 6.67 Segment 2 -- 9.50 10.00 0.50 - 18.00 - Wall 4-2 Seg 1 20.50 10.00 22.00 12.00 12.00 0.75 - Line 5 Level 2 Line 5 Seg 1 28.00 10.00 50.00 40.00 0.00 - 8.00 Wall 5-1 Seg 1 28.00 10.00 12.00 2.00 0.00 4.00 - Line 6 Level 2 Line 6 1 35.00 12.00 50.00 38.00 29.83 - 8.00 Wall 6-1 Seg 1 35.00 12.00 50.00 38.00 29.83 - - Segment 1 -- 12.00 28.00 16.00 - 0.50 - Opening 1 -- 28.00 30.50 2.50 -- 6.67 Segment 2 -- 30.50 35.50 5.00 - 1.60 - Opening 2 -- 35.50 37.50 2.00 -- 6.67 Segment 3 -- 37.50 46.33 8.83 - 0.91 - Opening 3 -- 46.33 48.33 2.00 -- 6.67 Segment 4 -- 48.33 50.00 1.67 - 4.80 - Level 1 Line 6 1 35.00 0.00 50.00 50.00 43.67 -9.00 Wall 6-1 Seg 1 35.00 0.00 50.00 50.00 43.67 -- Segment 1 -- 0.00 34.50 34.50 - 0.26 - Opening 1 -- 34.50 36.50 2.00 -- 6.67 Segment 2 -- 36.50 45.67 9.17 - 0.98 - Opening 2 -- 45.67 47.67 2.00 -- 6.67 Segment 3 -- 47.67 50.00 2.33 - 3.86 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 1 0.00 24.00 35.00 11.00 6.00 - 9.00 Wall A-1 Seg 1 0.00 24.00 35.00 11.00 6.00 - - Segment 1 -- 24.00 26.83 2.83 -3.18 - Page 58 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 26.83 31.83 5.00 - - 6.67 Segment 2 -- 31.83 35.00 3.17 - 2.84 - Line B Level 2 Line B 1 9.50 0.00 35.00 35.00 19.67 - 8.00 Wall B-1 Seg 1 8.00 0.00 14.00 14.00 8.00 - - Segment 1 -- 0.00 4.17 4.17 - 1.92 - Opening 1 -- 4.17 10.17 6.00 -- 6.67 Segment 2 -- 10.17 14.00 3.83 - 2.09 - Wall B-2 Seg 1 10.00 14.00 28.00 14.00 8.00 -- Segment 1 -- 14.00 18.17 4.17 - 1.92 - Opening 1 -- 18.17 24.17 6.00 - - 6.67 Segment 2 -- 24.17 28.00 3.83 - 2.09 - Wall B-3 Seg 1 12.00 28.00 35.00 7.00 3.67 -- Segment 1 -- 28.00 31.67 3.67 - 2.18 - Opening 1 -- 31.67 34.00 2.33 - - 6.67 Segment 2 -- 34.00 35.00 1.00 - 8.00 - Level 1 Line B 2 10.50 -10.00 35.00 45.00 9.00 -9.00 Wall B-1 Seg 2 12.00 -10.00 0.00 10.00 3.00 -- Segment 1 -- -10.00 -7.00 3.00 - 3.00 - Opening 1 -- -7.00 -1.00 6.00 -- 6.67 Segment 2 -- -1.00 0.00 1.00 - 9.00 - Wall B-2 Seg 2 10.00 0.00 24.00 24.00 6.00 -- Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 18.00 15.00 - - 6.67 Segment 2 -- 18.00 21.00 3.00 - 3.00 - Opening 2 -- 21.00 23.50 2.50 -- 6.67 Segment 3 -- 23.50 24.00 0.50 - 18.00 - Line C Level 1 Line C 1 32.50 -10.00 35.00 45.00 18.17 - 9.00 Wall C-1 Seg 1 32.50 -10.00 0.00 10.00 6.17 - - Segment 1 -- -10.00 -3.83 6.17 - 1.46 - Opening 1 -- -3.83 -0.83 3.00 -- 6.67 Segment 2 -- -0.83 0.00 0.83 - 10.80 - Wall C-2 Seg 1 32.00 0.00 12.00 12.00 12.00 0.75 - Line D Level 2 Line D 1 50.00 0.00 35.00 35.00 25.17 - 8.00 Wall D-1 Seg 1 50.00 0.00 35.00 35.00 25.17 - - Segment 1 -- 0.00 14.83 14.83 - 0.54 - Opening 1 -- 14.83 18.67 3.83 -- 6.67 Segment 2 -- 18.67 24.17 5.50 - 1.45 - Opening 2 -- 24.17 30.17 6.00 -- 6.67 Segment 3 -- 30.17 35.00 4.83 - 1.66 - Level 1 Line D 3 50.00 0.00 35.00 35.00 12.50 -9.00 Wall D-1 Seg 3 50.00 14.50 35.00 20.50 12.50 -- Segment 1 -- 14.50 20.17 5.67 - 1.59 - Opening 1 -- 20.17 28.17 8.00 -- 6.67 Segment 2 -- 28.17 35.00 6.83 - 1.32 - Line E Level 1 Line E 1 57.00 0.00 14.50 14.50 8.67 - 9.00 Wall E-1 Seg 1 57.00 0.00 14.50 14.50 8.67 - - Segment 1 -- 0.00 4.33 4.33 - 2.08 - Opening 1 -- 4.33 10.17 5.83 -- 6.67 Segment 2 -- 10.17 14.50 4.33 - 2.08 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, 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), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Page 59 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. Page 60 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 18.5 - 383 - 1.0 - 339 - 339 6996 0.05 Line 2 Level 2 Ln2, Lev2 - S->N - - 1543 - - - 339 - - 12525 - - N->S - - 1533 - - - 339 - - 12525 - Wall 2-1 1 S->N - - 1543 - 1.0 - 339 - - 12525 - 1 N->S - - 1533 - 1.0 - 339 - - 12525 - Seg. 1 - S->N 41.7 0.0 924 - 1.0 - 339 - 339 7504 0.12 - N->S 41.4 0.0 919 - 1.0 - 339 - 339 7504 0.12 Seg. 2 - S->N 41.7 0.0 618 - 1.0 - 339 - 339 5021 0.12 - N->S 41.4 0.0 615 - 1.0 - 339 - 339 5021 0.12 Level 1 Ln2, Lev1 - Both - - 3399 - - - 339 - - 4847 - Wall 2-1 1 Both 0.0 -0 - 1.0 - 339 - - - - Wall 2-2 1 Both - - 3399 - 1.0 - 339 - - 4847 - Seg. 1 - Both 64.8 0.0 1112 - 1.0 - 339 - 339 5811 0.19 Seg. 2 - Both 87.3 0.0 887 - .93 - 313 - 313 3187 0.28 Seg. 3 - Both 108.7 0.0 887 - .93 - 313 - 313 2560 0.35 Seg. 4 - Both 29.3 0.0 513 - .70 - 238 - 238 4169 0.12 Line 4 Ln4, Lev1 - Both - - 2265 - - - 339 - - 6432 - Wall 4-1 1 Both - - 834 - 1.0 - 339 - - 2370 - Seg. 1 - Both 119.2 0.0 834 - 1.0 - 339 - 339 2370 0.35 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall 4-2 1 Both 119.2 - 1430 - 1.0 - 339 - 339 4062 0.35 Line 6 Level 2 Ln6, Lev2 - Both - - 1497 - - - 339 - - 10099 - Wall 6-1 1 Both - - 1497 - 1.0 - 339 - - 10099 - Seg. 1 - Both 50.2 0.0 803 - 1.0 - 339 - 339 5416 0.15 Seg. 2 - Both 50.2 0.0 251 - 1.0 - 339 - 339 1693 0.15 Seg. 3 - Both 50.2 0.0 443 - 1.0 - 339 - 339 2990 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln6, Lev1 - Both - - 2252 - - - 339 - - 14782 - Wall 6-1 1 Both - - 2252 - 1.0 - 339 - - 14782 - Seg. 1 - Both 51.6 0.0 1779 - 1.0 - 339 - 339 11679 0.15 Seg. 2 - Both 51.6 0.0 473 - 1.0 - 339 - 339 3103 0.15 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 437 - - - 339 - - 1358 - Wall A-1 1 Both - - 437 - 1.0 - 339 - - 1358 - Seg. 1 - Both 68.6 0.0 194 - .63 - 213 - 213 604 0.32 Seg. 2 - Both 76.7 0.0 243 - .70 - 238 - 238 754 0.32 Line B Level 2 LnB, Lev2 - W->E - - 1883 - - - 339 - - 6446 - - E->W - - 1851 - - - 339 - - 6446 - Wall B-1 1 W->E - - 775 - 1.0 - 339 - - 2654 - 1 E->W - - 762 - 1.0 - 339 - - 2654 - Seg. 1 - W->E 98.9 0.0 412 - 1.0 - 339 - 339 1411 0.29 - E->W 97.2 0.0 405 - 1.0 - 339 - 339 1411 0.29 Seg. 2 - W->E 94.8 0.0 363 - .96 - 324 - 324 1244 0.29 - E->W 93.2 0.0 357 - .96 - 324 - 324 1244 0.29 Wall B-2 1 W->E - - 775 - 1.0 - 339 - - 2654 - 1 E->W - - 762 - 1.0 - 339 - - 2654 - Seg. 1 - W->E 98.9 0.0 412 - 1.0 - 339 - 339 1411 0.29 - E->W 97.2 0.0 405 - 1.0 - 339 - 339 1411 0.29 Seg. 2 - W->E 94.8 0.0 363 - .96 - 324 - 324 1244 0.29 - E->W 93.2 0.0 357 -.96 -324 -324 1244 0.29 Page 61 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEAR RESULTS (flexible wind design, continued) Wall B-3 1 W->E - - 332 -1.0 -339 - - 1138 - 1 E->W - - 327 - 1.0 - 339 - - 1138 - Seg. 1 - W->E 90.7 0.0 332 - .92 - 310 - 310 1138 0.29 - E->W 89.1 0.0 327 - .92 - 310 - 310 1138 0.29 Seg. 2 - W->E 0.0 0.0 0 - 1.0 - 339 - 339 - - - E->W 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 LnB, Lev1 - Both - - 3456 - - 638 638 -A - 7656 - Wall B-1 2 Both - - 1152 1.01.0 638 638 - - 2552 - Seg. 1 - Both 384.0 2298312 0192678 9 1152 .67.67 425 425 - 851 2552 0.45 Seg. 2 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - - Wall B-2 2 Both - - 2304 1.01.0 638 638 - - 5104 - Seg. 1 - Both 384.0 2298312 0192678 9 1152 .67.67 425 425 - 851 2552 0.45 Seg. 2 - Both 384.0 2298312 0192678 9 1152 .67.67 425 425 - 851 2552 0.45 Seg. 3 - Both 0.0 0.0 0 1.01.0 638 638 - 1276 - - Line C LnC, Lev1 - Both - - 1872 - - - 339 - - 6150 - Wall C-1 1 Both - - 635 - 1.0 - 339 - - 2088 - Seg. 1 - Both 103.0 0.0 635 - 1.0 - 339 - 339 2088 0.30 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Wall C-2 1 Both 103.0 - 1236 - 1.0 - 339 - 339 4062 0.30 Line D Level 2 LnD, Lev2 - W->E - - 1684 - - - 339 - - 8519 - - E->W - - 1665 - - - 339 - - 8519 - Wall D-1 1 W->E - - 1684 - 1.0 - 339 - - 8519 - 1 E->W - - 1665 - 1.0 - 339 - - 8519 - Seg. 1 - W->E 66.9 0.0 992 - 1.0 - 339 - 339 5021 0.20 - E->W 66.2 0.0 982 - 1.0 - 339 - 339 5021 0.20 Seg. 2 - W->E 66.9 0.0 368 - 1.0 - 339 - 339 1862 0.20 - E->W 66.2 0.0 364 - 1.0 - 339 - 339 1862 0.20 Seg. 3 - W->E 66.9 0.0 323 - 1.0 - 339 - 339 1636 0.20 - E->W 66.2 0.0 320 - 1.0 - 339 - 339 1636 0.20 Level 1 LnD, Lev1 - Both - - 2716 - - - 495 - - 6185 - Wall D-1 3 Both - - 2716 - 1.0 - 495 - - 6185 - Seg. 1 - Both 217.2 0.0 1231 - 1.0 - 495 - 495 2804 0.44 Seg. 2 - Both 217.2 0.0 1485 - 1.0 - 495 - 495 3381 0.44 Line E LnE, Lev1 - Both - - 339 - - - 339 - - 2825 - Wall E-1 1 Both - - 339 - 1.0 - 339 - - 2825 - Seg. 1 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 Seg. 2 - Both 39.2 0.0 170 - .96 - 326 - 326 1413 0.12 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 wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Page 62 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 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. Page 63 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 30930 1414.0 7030 7030 4921 4921 4921 4921 1 50010 1818.0 5781 5781 7203 7203 7203 7203 All 80939 - 12811 12811 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. 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 = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144 compression. Page 64 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 18.4 - 379 - 1.0 - 242 - 242 4997 0.08 Line 2 Level 2 Ln2, Lev2 - Both - - 2528 - - - 242 - - 8947 - Wall 2-1 1 Both - - 2528 - 1.0 - 242 - - 8947 - Seg. 1 - Both 68.3 0.0 1514 - 1.0 - 242 - 242 5360 0.28 Seg. 2 - Both 68.3 0.0 1013 - 1.0 - 242 - 242 3587 0.28 Level 1 Ln2, Lev1 - Both - - 3862 - - - 242 - - 3462 - Wall 2-1 1 Both 0.0 -0 - 1.0 - 242 - - - - Wall 2-2 1 Both - - 3862 - 1.0 - 242 - - 3462 - Seg. 1 - Both 73.6 0.0 1263 - 1.0 - 242 - 242 4151 0.30 Seg. 2 - Both 99.2 0.0 1008 - .93 - 224 - 224 2276 0.44 Seg. 3 - Both 123.5 0.0 1008 - .93 - 224 - 224 1828 0.55 Seg. 4 - Both 33.3 0.0 582 - .70 - 170 - 170 2978 0.20 Line 4 Ln4, Lev1 - Both - - 1471 - - - 242 - - 4594 - Wall 4-1 1 Both - - 542 - 1.0 - 242 - - 1693 - Seg. 1 - Both 77.4 0.0 542 - 1.0 - 242 - 242 1693 0.32 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall 4-2 1 Both 77.4 - 929 - 1.0 - 242 - 242 2902 0.32 Line 6 Level 2 Ln6, Lev2 - Both - - 2393 - - - 242 - - 7214 - Wall 6-1 1 Both - - 2393 - 1.0 - 242 - - 7214 - Seg. 1 - Both 80.2 0.0 1284 - 1.0 - 242 - 242 3869 0.33 Seg. 2 - Both 80.2 0.0 401 - 1.0 - 242 - 242 1209 0.33 Seg. 3 - Both 80.2 0.0 709 - 1.0 - 242 - 242 2136 0.33 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln6, Lev1 - Both - - 3255 - - - 242 - - 10559 - Wall 6-1 1 Both - - 3255 - 1.0 - 242 - - 10559 - Seg. 1 - Both 74.5 0.0 2572 - 1.0 - 242 - 242 8342 0.31 Seg. 2 - Both 74.5 0.0 683 - 1.0 - 242 - 242 2217 0.31 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 334 - - - 242 - - 970 - Wall A-1 1 Both - - 334 - 1.0 - 242 - - 970 - Seg. 1 - Both 52.4 0.0 149 - .63 - 152 - 152 431 0.34 Seg. 2 - Both 58.6 0.0 186 - .70 - 170 - 170 539 0.34 Line B Level 2 LnB, Lev2 - Both - - 2543 - - - 242 - - 4604 - Wall B-1 1^Both - - 1047 - 1.0 - 242 - - 1896 - Seg. 1 - Both 133.6 0.0 557 - 1.0 - 242 - 242 1008 0.55 Seg. 2 - Both 128.0 0.0 491 - .96 - 232 - 232 888 0.55 Wall B-2 1^Both - - 1047 - 1.0 - 242 - - 1896 - Seg. 1 - Both 133.6 0.0 557 - 1.0 - 242 - 242 1008 0.55 Seg. 2 - Both 128.0 0.0 491 - .96 - 232 - 232 888 0.55 Wall B-3 1^Both - - 449 - 1.0 - 242 - - 813 - Seg. 1 - Both 122.4 0.0 449 - .92 - 222 - 222 813 0.55 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 LnB, Lev1 - Both - - 3837 - - 456 456 -A - 5468 - Wall B-1 2^Both - - 1279 1.01.0 456 456 - - 1823 - Seg. 1 - Both 426.4 2298312 0192678 9 1279 .67.67 304 304 - 608 1823 0.70 Seg. 2 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - - Wall B-2 2^Both - - 2558 1.01.0 456 456 - - 3646 - Seg. 1 - Both 426.4 2298312 0192678 9 1279 .67 .67 304 304 -608 1823 0.70 Page 65 of 157 WoodWorks® Shearwalls LATERAL ANALYSIS (ELEVATION B - HIP)3 CAR.wsw Mar. 17, 2023 09:33:19 SHEAR RESULTS (flexible seismic design, continued) Seg. 2 - Both 426.4 2298312 0192678 9 1279 .67 .67 304 304 -608 1823 0.70 Seg. 3 - Both 0.0 0.0 0 1.01.0 456 456 - 911 - - Line C LnC, Lev1 - Both - - 1166 - - - 242 - - 4393 - Wall C-1 1 Both - - 396 - 1.0 - 242 - - 1491 - Seg. 1 - Both 64.2 0.0 396 - 1.0 - 242 - 242 1491 0.27 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Wall C-2 1 Both 64.2 - 771 - 1.0 - 242 - 242 2902 0.27 Line D Level 2 LnD, Lev2 - Both - - 2378 - - - 242 - - 6085 - Wall D-1 1 Both - - 2378 - 1.0 - 242 - - 6085 - Seg. 1 - Both 94.5 0.0 1401 - 1.0 - 242 - 242 3587 0.39 Seg. 2 - Both 94.5 0.0 520 - 1.0 - 242 - 242 1330 0.39 Seg. 3 - Both 94.5 0.0 457 - 1.0 - 242 - 242 1169 0.39 Level 1 LnD, Lev1 - Both - - 3182 - - - 353 - - 4418 - Wall D-1 3^Both - - 3182 - 1.0 - 353 - - 4418 - Seg. 1 - Both 254.6 0.0 1443 - 1.0 - 353 - 353 2003 0.72 Seg. 2 - Both 254.6 0.0 1739 - 1.0 - 353 - 353 2415 0.72 Line E LnE, Lev1 - Both - - 448 - - - 242 - - 2018 - Wall E-1 1 Both - - 448 - 1.0 - 242 - - 2018 - Seg. 1 - Both 51.7 0.0 224 - .96 - 233 - 233 1009 0.22 Seg. 2 - Both 51.7 0.0 224 - .96 - 233 - 233 1009 0.22 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 length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. 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 or force-transfer pier: 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 Table 4.3.3.5. 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 criterion 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. Page 66 of 157 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 8 DF No.2 R2 Passed 1 piece(s) 4 x 8 DF No.2 R3 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam R4 Passed 1 piece(s) 4 x 10 DF No.2 R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 6 x 12 DF No.2 R7 Passed 1 piece(s) 6 x 8 DF No.2 R8 Passed 1 piece(s) 4 x 8 DF No.2 R9 (3 CAR)Passed 1 piece(s) 4 x 12 DF No.2 R10 (3 CAR)Passed 1 piece(s) 4 x 8 DF No.2 R11 Passed 1 piece(s) 4 x 10 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam U2 Passed 1 piece(s) 4 x 10 DF No.2 U3 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam U4 Passed 1 piece(s) 4 x 8 DF No.2 U5 Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam U6 Passed 1 piece(s) 4 x 10 DF No.2 U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 4 x 8 DF No.2 U9 Passed 1 piece(s) 4 x 8 DF No.2 U10 Passed 1 piece(s) 4 x 8 DF No.2 U11 (3 CAR)Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U3 RFS 8.16.19 Passed 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 4 x 10 DF No.2 M2 Passed 1 piece(s) 4 x 10 DF No.2 M3 Passed 1 piece(s) 4 x 10 DF No.2 M4 Passed 1 piece(s) 4 x 10 DF No.2 M5 Passed 1 piece(s) 4 x 10 DF No.2 M6 Passed 1 piece(s) 4 x 10 HF No.2 M7 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC BEAM CALCULATIONS ELEVATION A JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5 File Name: BEAM CALCULATIONS ELEVATION A Page 1 / 32Page 67 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)625 @ 0 3281 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans) Shear (lbs)479 @ 8 3/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)977 @ 3' 1 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.039 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None 2 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 3"4' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 2 / 32Page 68 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1888 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1240 @ 8 3/4"3502 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2006 @ 2' 1 1/2"3438 Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.021 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.037 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"799 1089 1888 None 2 - Trimmer - HF 1.50"1.50"1.50"799 1089 1888 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"20' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 3 / 32Page 69 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1437 @ 18' 11"7963 (3.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1257 @ 18' 1/2"6400 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)6027 @ 9' 8 15/16"10868 Passed (55%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.574 @ 9' 7 3/16"0.938 Passed (L/392)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.002 @ 9' 7 3/16"1.250 Passed (L/225)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 9". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 3.50"3.50"1.50"549 732 1280 Blocking 2 - Column - HF 3.50"3.50"1.50"610 827 1437 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)19' 1" o/c Bottom Edge (Lu)19' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 19' 1"N/A 7.7 -- 1 - Uniform (PSF)0 to 14' (Top)3'16.2 25.0 Roof 2 - Uniform (PSF)14' to 19' 1" (Top)4'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 4 / 32Page 70 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)462 @ 2"7656 (3.50")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)278 @ 1' 3/4"4468 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)541 @ 2' 8"5166 Passed (10%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 2' 8"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 2' 8"0.333 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking 2 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 4" o/c Bottom Edge (Lu)5' 4" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 4" (Top)4'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 5 / 32Page 71 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1222 @ 0 3281 (1.50")Passed (37%)--1.0 D + 1.0 S (All Spans) Shear (lbs)574 @ 8 3/4"3502 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)840 @ 1' 4 1/2"3438 Passed (24%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"517 705 1222 None 2 - Trimmer - HF 1.50"1.50"1.50"517 705 1222 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 9" o/c Bottom Edge (Lu)2' 9" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 9"20' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 6 / 32Page 72 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2404 @ 4"18906 (5.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1856 @ 1' 5"8244 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6683 @ 6' 2 1/2"10166 Passed (66%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.106 @ 6' 2 1/2"0.587 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.183 @ 6' 2 1/2"0.783 Passed (L/769)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking 2 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 5" o/c Bottom Edge (Lu)12' 5" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 12' 5"N/A 16.0 -- 1 - Uniform (PSF)0 to 12' 5" (Front)9'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 6 x 12 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 7 / 32Page 73 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1034 @ 4"18906 (5.50")Passed (5%)--1.0 D + 1.0 S (All Spans) Shear (lbs)620 @ 1' 1"5376 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1077 @ 2' 8 1/2"3706 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 8 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 2' 8 1/2"0.317 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking 2 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 5" o/c Bottom Edge (Lu)5' 5" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 5"N/A 10.4 -- 1 - Uniform (PSF)0 to 5' 5" (Front)9'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 8 / 32Page 74 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)567 @ 0 3281 (1.50")Passed (17%)--1.0 D + 1.0 S (All Spans) Shear (lbs)291 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)425 @ 1' 6"3438 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 6"0.100 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.004 @ 1' 6"0.150 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None 2 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' o/c Bottom Edge (Lu)3' o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3'N/A 6.4 -- 1 - Uniform (PSF)0 to 3'9'16.2 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 9 / 32Page 75 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2208 @ 3"9844 (4.50")Passed (22%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1546 @ 1' 3 3/4"5434 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4295 @ 4' 4 1/2"7004 Passed (61%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.045 @ 4' 4 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.079 @ 4' 4 1/2"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 4.50"4.50"1.50"951 1258 2208 None 2 - Trimmer - HF 4.50"4.50"1.50"951 1258 2208 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 9" o/c Bottom Edge (Lu)8' 9" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 9"N/A 10.0 -- 1 - Uniform (PSF)0 to 8' 9"11' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R9 (3 CAR) 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 10 / 32Page 76 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)815 @ 0 3281 (1.50")Passed (25%)--1.0 D + 1.0 S (All Spans) Shear (lbs)449 @ 8 3/4"3502 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)662 @ 1' 7 1/2"3438 Passed (19%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"347 467 815 None 2 - Trimmer - HF 1.50"1.50"1.50"347 467 815 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"11' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 (3 CAR) 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 11 / 32Page 77 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2782 @ 0 3281 (1.50")Passed (85%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1985 @ 10 3/4"4468 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4347 @ 3' 1 1/2"5166 Passed (84%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.048 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.083 @ 3' 1 1/2"0.313 Passed (L/906)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1181 1602 2782 None 2 - Trimmer - HF 1.50"1.50"1.50"1181 1602 2782 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 3"20' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R11 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 12 / 32Page 78 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)9664 @ 4"12251 (5.50")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)7542 @ 1' 7"15085 Passed (50%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)31685 @ 7' 2 1/2"38424 Passed (82%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.285 @ 7' 2 1/2"0.458 Passed (L/578)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.531 @ 7' 2 1/2"0.688 Passed (L/311)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 9". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"4.34"4474 2595 4325 9664 Blocking 2 - Stud wall - HF 5.50"5.50"4.34"4474 2595 4325 9664 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)14' 5" o/c Bottom Edge (Lu)14' 5" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 14' 5"N/A 18.0 ---- 1 - Uniform (PSF)0 to 14' 5" (Top)9'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 14' 5" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 14' 5" (Top)20' 6"18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)0 to 14' 5" (Top)3' 6"18.0 -25.0 LOWER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 13 / 32Page 79 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)9318 @ 4 1/2"13125 (6.00")Passed (71%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2475 @ 1' 3 1/4"4468 Passed (55%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)3452 @ 9"5166 Passed (67%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.010 @ 2' 3/4"0.125 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.019 @ 2' 3/4"0.188 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 6.00"6.00"4.26"4363 2365 4242 9318 None 2 - Trimmer - HF 1.50"1.50"1.50"741 260 816 1558 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 2" o/c Bottom Edge (Lu)4' 2" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 8.2 ---- 1 - Uniform (PSF)0 to 9"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 9"2'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)9" to 4' 1 1/2"8' 3"18.0 -25.0 LOWER ROOF 5 - Point (lb)9"N/A 4474 2595 4325 Linked from: U1, Support 1 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 14 / 32Page 80 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5408 @ 1 1/2"6825 (3.00")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4055 @ 1' 1 1/2"7466 Passed (54%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)11343 @ 4'14792 Passed (77%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.116 @ 4' 1 3/4"0.275 Passed (L/854)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.207 @ 4' 1 7/16"0.412 Passed (L/478)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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 Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"2.38"2436 1530 2433 5408 None 2 - Trimmer - HF 3.00"3.00"1.51"1384 1530 1219 3446 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 6" o/c Bottom Edge (Lu)8' 6" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 8.9 ---- 1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 4'N/A 80.0 --WALL 3 - Uniform (PSF)0 to 4'20' 6"18.0 -25.0 UPPER ROOF 4 - Point (lb)4'N/A 1181 -1602 Linked from: R11 (RFS 9.12.17), Support 1 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 15 / 32Page 81 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)410 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)177 @ 10 1/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)259 @ 1' 6"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.001 @ 1' 6"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.002 @ 1' 6"0.138 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"253 60 150 410 None 2 - Trimmer - HF 3.00"3.00"1.50"253 60 150 410 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' o/c Bottom Edge (Lu)3' o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3'N/A 6.4 ---- 1 - Uniform (PSF)0 to 3'1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3'N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3'4'18.0 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 16 / 32Page 82 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)11516 @ 3"16088 (4.50")Passed (72%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)10425 @ 2'17053 Passed (61%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)46159 @ 8' 6"60796 Passed (76%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.020 @ 9' 7 5/16"0.550 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.386 @ 8' 5 9/16"0.825 Passed (L/513)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 16' 6". •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 Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 4.50"4.50"3.22"11260 246 96 11516 None 2 - Trimmer - HF 4.50"4.50"2.99"8851 1779 692 10703 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)17' o/c Bottom Edge (Lu)17' o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 17'N/A 26.1 ---- 1 - Uniform (PSF)12' 6" to 17'11' 3"10.0 40.0 -FLOOR 2 - Uniform (PLF)12' 6" to 17'N/A 80.0 --WALL 3 - Uniform (PSF)12' 6" to 17'4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)12' 6" to 17'3'18.0 -25.0 LOWER ROOF 5 - Point (lb)1' 6"N/A 2544 --F08 6 - Point (lb)3' 6"N/A 2544 --F08 7 - Point (lb)4' 6"N/A 2544 --F08 8 - Point (lb)6' 6"N/A 2544 --F08 9 - Point (lb)8' 6"N/A 2544 --F08 10 - Point (lb)10' 6"N/A 2544 --F08 11 - Point (lb)12' 6"N/A 2969 --F09 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 17 / 32Page 83 of 157 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 Weyerhaeuser Notes ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 18 / 32Page 84 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1348 @ 0 3281 (1.50")Passed (41%)--1.0 D + 1.0 S (All Spans) Shear (lbs)990 @ 10 3/4"4468 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2275 @ 3' 4 1/2"5166 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 3' 4 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.051 @ 3' 4 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None 2 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 9" o/c Bottom Edge (Lu)6' 9" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 9"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 6' 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 6' 9"4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)0 to 6' 9"3'18.0 -25.0 LOWER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 19 / 32Page 85 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1027 @ 5'3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1022 @ 4' 3 1/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1279 @ 3' 9"3438 Passed (37%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 9"0.167 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.024 @ 2' 8 15/16"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"205 34 148 353 None 2 - Trimmer - HF 1.50"1.50"1.50"584 101 443 1027 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' o/c Bottom Edge (Lu)5' o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 5'N/A 6.4 ---- 1 - Point (lb)3' 9"N/A 757 135 591 Linked from: U6, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 20 / 32Page 86 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1395 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1007 @ 8 3/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1831 @ 2' 7 1/2"2989 Passed (61%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.040 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.051 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None 2 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"10' 6"10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 21 / 32Page 87 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1789 @ 0 3281 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1292 @ 8 3/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2348 @ 2' 7 1/2"2989 Passed (79%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.065 @ 2' 7 1/2"0.262 Passed (L/962)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None 2 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"13' 6"10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 22 / 32Page 88 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)173 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans) Shear (lbs)95 @ 8 3/4"3045 Passed (3%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)141 @ 1' 7 1/2"2989 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.002 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None 2 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"2'10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U10 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 23 / 32Page 89 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2769 @ 4"12251 (5.50")Passed (23%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2383 @ 1' 5 1/2"13409 Passed (18%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)13571 @ 10' 5 1/2"30256 Passed (45%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.254 @ 10' 5 1/2"0.675 Passed (L/958)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.703 @ 10' 5 1/2"1.013 Passed (L/346)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 20' 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"1.50"1769 418 915 2769 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"1769 418 915 2769 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)20' 11" o/c Bottom Edge (Lu)20' 11" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 20' 11"N/A 16.0 ---- 1 - Uniform (PSF)0 to 20' 11" (Top)1'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 20' 11" (Top)1'18.0 -25.0 LOWER ROOF 3 - Uniform (PLF)0 to 20' 11" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 20' 11" (Top)2' 6"18.0 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U11 (3 CAR) 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 24 / 32Page 90 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5405 @ 1 1/2"6825 (3.00")Passed (79%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4153 @ 1' 1/2"6755 Passed (61%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)11336 @ 4'12109 Passed (94%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.157 @ 4' 1 3/4"0.275 Passed (L/632)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.279 @ 4' 1 7/16"0.412 Passed (L/354)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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 Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"2.38"2432 1530 2433 5405 None 2 - Trimmer - HF 3.00"3.00"1.51"1381 1530 1219 3442 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 6" o/c Bottom Edge (Lu)8' 6" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 8.1 ---- 1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 4'N/A 80.0 --WALL 3 - Uniform (PSF)0 to 4'20' 6"18.0 -25.0 UPPER ROOF 4 - Point (lb)4'N/A 1181 -1602 Linked from: R11 (RFS 9.12.17), Support 1 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 RFS 8.16.19 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 25 / 32Page 91 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1279 @ 2"4961 (3.50")Passed (26%)--1.0 D + 1.0 L (All Spans) Shear (lbs)792 @ 1' 3/4"3885 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1579 @ 2' 9 1/2"4492 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.017 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.021 @ 2' 9 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking 2 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 7"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 7" (Top)9'10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 26 / 32Page 92 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4520 @ 1' 4 3/4"4961 (3.50")Passed (91%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2210 @ 5 3/4"3885 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2896 @ 5' 6"4492 Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.031 @ 4' 2 15/16"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.035 @ 4' 3 5/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"3.19"1005 3515 4520 Blocking 2 - Stud wall - HF 3.50"3.50"2.18"661 2431/-334 3092 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6" (Top)N/A 90.0 -WALL 3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 90.0 -WALL 4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR 5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 6 - Point (lb)6" (Top)N/A 371 1418 Linked from: U9, Support 1 7 - Point (lb)5' 6" (Top)N/A 371 1418 Linked from: U9, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 27 / 32Page 93 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4167 @ 5' 6 1/4"4961 (3.50")Passed (84%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1902 @ 4' 7 1/4"3885 Passed (49%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3377 @ 2' 9 1/2"4492 Passed (75%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.035 @ 2' 10 1/8"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.047 @ 2' 9 7/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.93"731 2005/-128 2735 Blocking 2 - Stud wall - HF 3.50"3.50"2.94"1168 3000 4167 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6' 11" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 28 / 32Page 94 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3968 @ 1' 4 3/4"4961 (3.50")Passed (80%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1827 @ 5 3/4"3885 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2535 @ 5' 5 5/16"4492 Passed (56%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.028 @ 4' 2 3/4"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.032 @ 4' 3 7/16"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"2.80"894 3074 3968 Blocking 2 - Stud wall - HF 3.50"3.50"1.98"613 2190/-281 2803 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6" (Top)N/A 90.0 -WALL 3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 90.0 -WALL 4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR 5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 6 - Point (lb)6" (Top)N/A 292 1103 Linked from: U8, Support 1 7 - Point (lb)5' 6" (Top)N/A 292 1103 Linked from: U8, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 29 / 32Page 95 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4960 @ 3' 11 1/4"4961 (3.50")Passed (100%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1719 @ 3' 1/4"4468 Passed (38%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2125 @ 1' 10 7/8"5166 Passed (41%)1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl. (in)0.009 @ 2' 7/16"0.126 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in)0.014 @ 2' 1/8"0.189 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.89"1037 1149/-145 1034 2674 Blocking 2 - Stud wall - HF 3.50"3.50"3.50"2046 1982 1903 4960 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 4" o/c Bottom Edge (Lu)5' 4" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 ---- 1 - Uniform (PSF)0 to 5' 4" (Top)6'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 5' 4" (Top)N/A 90.0 --WALL 3 - Uniform (PSF)0 to 5' 4" (Top)8'10.0 40.0 -UPPER FLOOR 4 - Uniform (PSF)0 to 5' 4" (Top)1'15.8 -25.0 LOWER ROOF 5 - Uniform (PSF)0 to 5' 4" (Top)20' 6"15.8 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 30 / 32Page 96 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1424 @ 5 1/2"2126 (1.50")Passed (67%)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Shear (lbs)1596 @ 9' 2 1/4"3238 Passed (49%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-3110 @ 8' 2 1/4"4242 Passed (73%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.066 @ 4' 1 9/16"0.258 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.073 @ 12' 3 7/16"0.386 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"220 1344/-9 525 1621 See note ¹ 2 - Stud wall - SPF 5.50"5.50"2.99"643 3382 1409 4236 None 3 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"220 1344/-9 525 1621 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)15' 6" o/c Bottom Edge (Lu)15' 6" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUC48 2.50"N/A 14-10d 6-10d 3 - Face Mount Hanger HUC48 2.50"N/A 14-10d 6-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)5 1/2" to 15' 11"N/A 8.2 ---- 1 - Uniform (PSF)0 to 16' 4 1/2" (Top)5' 10"10.0 60.0 25.0 DECK 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M6 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 31 / 32Page 97 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)578 @ 5 1/2"911 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)461 @ 1' 4 3/4"1688 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1611 @ 6' 4"2577 Passed (62%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.158 @ 6' 4"0.392 Passed (L/895)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.182 @ 6' 4"0.587 Passed (L/774)--1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Hanger on 11 1/4" HF beam 5.50"Hanger¹1.50"84 507 211 623 See note ¹ 2 - Beam - HF 5.50"5.50"1.50"83 500 208 615 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 8" o/c Bottom Edge (Lu)12' 2" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS28 1.75"N/A 6-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 7"16"10.0 60.0 25.0 DECK 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M7 1 piece(s) 2 x 12 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 3/17/2023 3:52:25 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION A Page 32 / 32Page 98 of 157 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 8 DF No.2 R2 Passed 1 piece(s) 4 x 8 DF No.2 R3 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam R4 Passed 1 piece(s) 4 x 10 DF No.2 R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 6 x 12 DF No.2 R7 Passed 1 piece(s) 6 x 8 DF No.2 R8 Passed 1 piece(s) 4 x 8 DF No.2 R9 (3 CAR OPTION)Passed 1 piece(s) 4 x 12 DF No.2 R10 (3 CAR OPTION)Passed 1 piece(s) 4 x 8 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam U2 Passed 1 piece(s) 4 x 10 DF No.2 U3 Passed 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam U4 Passed 1 piece(s) 4 x 8 DF No.2 U5 Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam U6 Passed 1 piece(s) 4 x 10 DF No.2 U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 4 x 8 DF No.2 U9 Passed 1 piece(s) 4 x 8 DF No.2 U10 Passed 1 piece(s) 4 x 8 DF No.2 U11 (3 CAR OPTION)Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam U12 Passed 1 piece(s) 4 x 8 DF No.2 U13 Passed 1 piece(s) 4 x 8 DF No.2 MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 4 x 10 DF No.2 M2 Passed 1 piece(s) 4 x 10 DF No.2 M3 Passed 1 piece(s) 4 x 10 DF No.2 M4 Passed 1 piece(s) 4 x 10 DF No.2 M5 Passed 1 piece(s) 4 x 10 DF No.2 M6 Passed 1 piece(s) 4 x 10 HF No.2 M7 Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC BEAM CALCULATIONS ELEVATION B JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5 File Name: BEAM CALCULATIONS ELEVATION B Page 1 / 32Page 99 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)625 @ 0 3281 (1.50")Passed (19%)--1.0 D + 1.0 S (All Spans) Shear (lbs)479 @ 8 3/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)977 @ 3' 1 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.039 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None 2 - Trimmer - HF 1.50"1.50"1.50"274 352 625 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 3"4' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 2 / 32Page 100 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2106 @ 0 3281 (1.50")Passed (64%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1521 @ 8 3/4"3502 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2765 @ 2' 7 1/2"3438 Passed (80%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.044 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.077 @ 2' 7 1/2"0.262 Passed (L/817)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"892 1214 2106 None 2 - Trimmer - HF 1.50"1.50"1.50"892 1214 2106 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"18' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 3 / 32Page 101 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1437 @ 18' 11"7963 (3.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1257 @ 18' 1/2"6400 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)6027 @ 9' 8 15/16"10868 Passed (55%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.574 @ 9' 7 3/16"0.938 Passed (L/392)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.002 @ 9' 7 3/16"1.250 Passed (L/225)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 9". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 3.50"3.50"1.50"549 732 1280 Blocking 2 - Column - HF 3.50"3.50"1.50"610 827 1437 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)19' 1" o/c Bottom Edge (Lu)19' 1" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 19' 1"N/A 7.7 -- 1 - Uniform (PSF)0 to 14' (Top)3'16.2 25.0 Roof 2 - Uniform (PSF)14' to 19' 1" (Top)4'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 4 / 32Page 102 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)462 @ 2"7656 (3.50")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)278 @ 1' 3/4"4468 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)541 @ 2' 8"5166 Passed (10%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 2' 8"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 2' 8"0.333 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking 2 - Column - HF 3.50"3.50"1.50"195 267 462 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 4" o/c Bottom Edge (Lu)5' 4" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 4"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 4" (Top)4'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 5 / 32Page 103 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1103 @ 0 3281 (1.50")Passed (34%)--1.0 D + 1.0 S (All Spans) Shear (lbs)518 @ 8 3/4"3502 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)759 @ 1' 4 1/2"3438 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"467 636 1103 None 2 - Trimmer - HF 1.50"1.50"1.50"467 636 1103 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 9" o/c Bottom Edge (Lu)2' 9" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 9"18' 6"18.0 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 6 / 32Page 104 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2404 @ 4"18906 (5.50")Passed (13%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1856 @ 1' 5"8244 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6683 @ 6' 2 1/2"10166 Passed (66%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.106 @ 6' 2 1/2"0.587 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.183 @ 6' 2 1/2"0.783 Passed (L/769)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking 2 - Column - HF 5.50"5.50"1.50"1007 1397 2404 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 5" o/c Bottom Edge (Lu)12' 5" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 12' 5"N/A 16.0 -- 1 - Uniform (PSF)0 to 12' 5" (Front)9'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 6 x 12 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 7 / 32Page 105 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1034 @ 4"18906 (5.50")Passed (5%)--1.0 D + 1.0 S (All Spans) Shear (lbs)620 @ 1' 1"5376 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1077 @ 2' 8 1/2"3706 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 8 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 2' 8 1/2"0.317 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking 2 - Column - HF 5.50"5.50"1.50"424 609 1034 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 5" o/c Bottom Edge (Lu)5' 5" o/c Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 5"N/A 10.4 -- 1 - Uniform (PSF)0 to 5' 5" (Front)9'16.2 25.0 Roof 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 8 / 32Page 106 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)567 @ 0 3281 (1.50")Passed (17%)--1.0 D + 1.0 S (All Spans) Shear (lbs)291 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)425 @ 1' 6"3438 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 6"0.100 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.004 @ 1' 6"0.150 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None 2 - Trimmer - HF 1.50"1.50"1.50"229 338 567 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' o/c Bottom Edge (Lu)3' o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3'N/A 6.4 -- 1 - Uniform (PSF)0 to 3'9'16.2 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 9 / 32Page 107 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2180 @ 3"9844 (4.50")Passed (22%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1544 @ 1' 3 3/4"5434 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4374 @ 4' 6"7004 Passed (62%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.051 @ 4' 6"0.283 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.086 @ 4' 6"0.425 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 4.50"4.50"1.50"886 1294 2180 None 2 - Trimmer - HF 4.50"4.50"1.50"886 1294 2180 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)9' o/c Bottom Edge (Lu)9' o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 9'N/A 10.0 -- 1 - Uniform (PSF)0 to 9'11' 6"16.2 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R9 (3 CAR OPTION) 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 10 / 32Page 108 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)781 @ 0 3281 (1.50")Passed (24%)--1.0 D + 1.0 S (All Spans) Shear (lbs)431 @ 8 3/4"3502 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)635 @ 1' 7 1/2"3438 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.007 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"314 467 781 None 2 - Trimmer - HF 1.50"1.50"1.50"314 467 781 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"11' 6"16.2 25.0 ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 (3 CAR OPTION) 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 11 / 32Page 109 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5261 @ 4"12251 (5.50")Passed (43%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)3991 @ 1' 4"10203 Passed (39%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)16052 @ 7' 2 1/2"20213 Passed (79%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.346 @ 7' 2 1/2"0.458 Passed (L/477)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.615 @ 7' 2 1/2"0.688 Passed (L/268)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 9". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"2.36"2301 2595 1352 5261 Blocking 2 - Stud wall - HF 5.50"5.50"2.36"2301 2595 1352 5261 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)14' 5" o/c Bottom Edge (Lu)14' 5" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 14' 5"N/A 14.0 ---- 1 - Uniform (PSF)0 to 14' 5" (Top)9'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 14' 5" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 14' 5" (Top)3' 6"18.0 -25.0 LOWER ROOF 4 - Uniform (PSF)0 to 14' 5" (Top)4'18.0 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 12 / 32Page 110 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5176 @ 4 1/2"13125 (6.00")Passed (39%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1219 @ 1' 3 1/4"3885 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1723 @ 9"4492 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.007 @ 2' 3 1/4"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.013 @ 2' 3 5/16"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 6.00"6.00"2.37"2317 2395 1416 5176 None 2 - Trimmer - HF 1.50"1.50"1.50"318 230 253 680 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 8" o/c Bottom Edge (Lu)4' 8" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 7 1/2"N/A 8.2 ---- 1 - Uniform (PSF)0 to 9"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 9"4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)9" to 4' 7 1/2"2' 6"18.0 -25.0 LOWER ROOF 5 - Point (lb)9"N/A 2301 2595 1352 Linked from: U1, Support 1 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 13 / 32Page 111 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2670 @ 1 1/2"6825 (3.00")Passed (39%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2016 @ 1' 1/2"5874 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)5345 @ 4' 3"10529 Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.083 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.145 @ 4' 3"0.412 Passed (L/681)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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 Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1140 1530 425 2670 None 2 - Trimmer - HF 3.00"3.00"1.50"1140 1530 425 2670 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 6" o/c Bottom Edge (Lu)8' 6" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 8.1 ---- 1 - Uniform (PSF)0 to 8' 6"9'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 8' 6"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 8' 6"4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)0 to 8' 6"1'18.0 --LOWER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 14 / 32Page 112 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)376 @ 0 3281 (1.50")Passed (11%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)177 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)259 @ 1' 4 1/2"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.001 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.002 @ 1' 4 1/2"0.138 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"232 55 138 376 None 2 - Trimmer - HF 1.50"1.50"1.50"232 55 138 376 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 9" o/c Bottom Edge (Lu)2' 9" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 9"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 9"4'18.0 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 15 / 32Page 113 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)11914 @ 3"16088 (4.50")Passed (74%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)10822 @ 2'17053 Passed (63%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)49438 @ 8' 6"60796 Passed (81%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.020 @ 9' 7 5/16"0.550 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.415 @ 8' 6 3/8"0.825 Passed (L/477)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 16' 6". •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 Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 4.50"4.50"3.33"11657 246 96 11914 None 2 - Trimmer - HF 4.50"4.50"3.31"9996 1779 692 11849 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)17' o/c Bottom Edge (Lu)17' o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 17'N/A 26.1 ---- 1 - Uniform (PSF)12' 6" to 17'11' 3"10.0 40.0 -FLOOR 2 - Uniform (PLF)12' 6" to 17'N/A 80.0 --WALL 3 - Uniform (PSF)12' 6" to 17'4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)12' 6" to 17'3'18.0 -25.0 LOWER ROOF 5 - Point (lb)12' 6"N/A 782 --GT P1 6 - Point (lb)1' 6"N/A 2544 --F08 7 - Point (lb)3' 6"N/A 2544 --F08 8 - Point (lb)4' 6"N/A 2544 --F08 9 - Point (lb)6' 6"N/A 2544 --F08 10 - Point (lb)8' 6"N/A 2544 --F08 11 - Point (lb)10' 6"N/A 2544 --F08 12 - Point (lb)12' 6"N/A 2969 --F09 13 - Point (lb)12' 6"N/A 761 --GT P1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 16 / 32Page 114 of 157 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 Weyerhaeuser Notes ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 17 / 32Page 115 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1348 @ 0 3281 (1.50")Passed (41%)--1.0 D + 1.0 S (All Spans) Shear (lbs)990 @ 10 3/4"4468 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2275 @ 3' 4 1/2"5166 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 3' 4 1/2"0.225 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.051 @ 3' 4 1/2"0.338 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None 2 - Trimmer - HF 1.50"1.50"1.50"757 135 591 1348 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 9" o/c Bottom Edge (Lu)6' 9" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 9"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 6' 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 6' 9"4'18.0 -25.0 UPPER ROOF 4 - Uniform (PSF)0 to 6' 9"3'18.0 -25.0 LOWER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 18 / 32Page 116 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1027 @ 5'3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1022 @ 4' 3 1/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1279 @ 3' 9"3438 Passed (37%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 9"0.167 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.024 @ 2' 8 15/16"0.250 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"205 34 148 353 None 2 - Trimmer - HF 1.50"1.50"1.50"584 101 443 1027 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' o/c Bottom Edge (Lu)5' o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 5'N/A 6.4 ---- 1 - Point (lb)3' 9"N/A 757 135 591 Linked from: U6, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 19 / 32Page 117 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1395 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1007 @ 8 3/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1831 @ 2' 7 1/2"2989 Passed (61%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.040 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.051 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None 2 - Trimmer - HF 1.50"1.50"1.50"292 1103 1395 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"10' 6"10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 20 / 32Page 118 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1789 @ 0 3281 (1.50")Passed (55%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1292 @ 8 3/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2348 @ 2' 7 1/2"2989 Passed (79%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.065 @ 2' 7 1/2"0.262 Passed (L/962)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None 2 - Trimmer - HF 1.50"1.50"1.50"371 1418 1789 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"13' 6"10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 21 / 32Page 119 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)173 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 L (All Spans) Shear (lbs)95 @ 8 3/4"3045 Passed (3%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)141 @ 1' 7 1/2"2989 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.002 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None 2 - Trimmer - HF 1.50"1.50"1.50"43 130 173 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"2'10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U10 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 22 / 32Page 120 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)10307 @ 20' 3"12251 (5.50")Passed (84%)--1.0 D + 1.0 S (All Spans) Shear (lbs)10359 @ 2' 1"21790 Passed (48%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)54328 @ 9' 4 5/8"76235 Passed (71%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.266 @ 10' 4 3/8"0.664 Passed (L/898)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.640 @ 10' 1 1/4"0.996 Passed (L/373)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 19' 11". •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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column - DF 5.50"5.50"3.18"7421 412 3954 11374 Blocking 2 - Stud wall - HF 5.50"5.50"4.63"5408 412 4899 10307 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)20' 7" o/c Bottom Edge (Lu)20' 7" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 20' 7"N/A 26.1 ---- 1 - Uniform (PSF)0 to 20' 7" (Top)1'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 20' 7" (Top)1'16.2 -25.0 LOWER ROOF 3 - Uniform (PLF)0 to 20' 7" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 4' (Top)8'16.2 -25.0 UPPER ROOF 5 - Uniform (PSF)4' to 5' 6" (Top)15'16.2 -25.0 UPPER ROOF 6 - Point (lb)4' (Top)N/A 2478 --GT M1 7 - Point (lb)5' 6" (Top)N/A 2207 --GT LD 8 - Uniform (PSF)5' 6" to 20' 7" (Top)18' 6"16.2 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U11 (3 CAR OPTION) 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 23 / 32Page 121 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1313 @ 0 3281 (1.50")Passed (40%)--1.0 D + 1.0 S (All Spans) Shear (lbs)691 @ 1' 6 1/4"3502 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)866 @ 1'3438 Passed (25%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 1 1/16"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.004 @ 1' 1 1/16"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"600 45 713 1313 None 2 - Trimmer - HF 1.50"1.50"1.50"318 45 385 703 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 3" o/c Bottom Edge (Lu)2' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 1'N/A 80.0 --WALL 3 - Uniform (PSF)0 to 1'18' 6"18.0 -25.0 UPPER ROOF 4 - Point (lb)1'N/A 467 -636 Linked from: R5, Support 1 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U12 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 24 / 32Page 122 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1004 @ 0 3281 (1.50")Passed (31%)--1.0 D + 1.0 S (All Spans) Shear (lbs)353 @ 8 3/4"3502 Passed (10%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)565 @ 1' 1 1/2"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.003 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"484 45 520 1004 None 2 - Trimmer - HF 1.50"1.50"1.50"484 45 520 1004 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 3" o/c Bottom Edge (Lu)2' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 3"18' 6"18.0 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U13 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 25 / 32Page 123 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1279 @ 2"4961 (3.50")Passed (26%)--1.0 D + 1.0 L (All Spans) Shear (lbs)792 @ 1' 3/4"3885 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1579 @ 2' 9 1/2"4492 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.017 @ 2' 9 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.021 @ 2' 9 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking 2 - Stud wall - HF 3.50"3.50"1.50"274 1005 1279 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)5' 7" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 7"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 7" (Top)9'10.0 40.0 FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 26 / 32Page 124 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4512 @ 1' 4 3/4"4961 (3.50")Passed (91%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2205 @ 5 3/4"3885 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2891 @ 5' 6"4492 Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.031 @ 4' 2 15/16"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.035 @ 4' 3 5/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"3.18"997 3515 4512 Blocking 2 - Stud wall - HF 3.50"3.50"2.17"649 2431/-334 3080 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6" (Top)N/A 80.0 -WALL 3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 80.0 -WALL 4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR 5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 6 - Point (lb)6" (Top)N/A 371 1418 Linked from: U9, Support 1 7 - Point (lb)5' 6" (Top)N/A 371 1418 Linked from: U9, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 27 / 32Page 125 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4125 @ 5' 6 1/4"4961 (3.50")Passed (83%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1883 @ 4' 7 1/4"3885 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3346 @ 2' 9 1/2"4492 Passed (74%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.035 @ 2' 10 1/8"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.046 @ 2' 9 7/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.91"704 2005/-128 2709 Blocking 2 - Stud wall - HF 3.50"3.50"2.91"1125 3000 4125 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6' 11" (Top)N/A 80.0 -WALL 3 - Uniform (PSF)0 to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 28 / 32Page 126 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3960 @ 1' 4 3/4"4961 (3.50")Passed (80%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1822 @ 5 3/4"3885 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2531 @ 5' 5 1/4"4492 Passed (56%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.028 @ 4' 2 3/4"0.178 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.032 @ 4' 3 3/8"0.268 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"2.79"886 3074 3960 Blocking 2 - Stud wall - HF 3.50"3.50"1.97"602 2190/-281 2791 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 11"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 11" (Top)7' 1 1/2"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6" (Top)N/A 80.0 -WALL 3 - Uniform (PLF)5' 6" to 6' 11" (Top)N/A 80.0 -WALL 4 - Uniform (PSF)0 to 6" (Top)10' 6"10.0 40.0 UPPER FLOOR 5 - Uniform (PSF)5' 6" to 6' 11" (Top)10' 6"10.0 40.0 UPPER FLOOR 6 - Point (lb)6" (Top)N/A 292 1103 Linked from: U8, Support 1 7 - Point (lb)5' 6" (Top)N/A 292 1103 Linked from: U8, Support 2 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 29 / 32Page 127 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4761 @ 3' 8 1/4"4961 (3.50")Passed (96%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1554 @ 2' 9 1/4"4468 Passed (35%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)1792 @ 1' 9 5/16"5166 Passed (35%)1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl. (in)0.007 @ 1' 10 15/16"0.117 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in)0.010 @ 1' 10 5/8"0.176 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 3.50"3.50"1.74"934 1079/-155 956 2461 Blocking 2 - Stud wall - HF 3.50"3.50"3.36"1944 1922 1834 4761 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 1" o/c Bottom Edge (Lu)5' 1" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 1"N/A 8.2 ---- 1 - Uniform (PSF)0 to 5' 1" (Top)6'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 5' 1" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 5' 1" (Top)8'10.0 40.0 -UPPER FLOOR 4 - Uniform (PSF)0 to 5' 1" (Top)1'15.8 -25.0 LOWER ROOF 5 - Uniform (PSF)0 to 5' 1" (Top)20' 4 1/2"15.8 -25.0 UPPER ROOF 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 30 / 32Page 128 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3368 @ 6' 5 1/4"4961 (3.50")Passed (68%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1218 @ 7' 4 1/4"3238 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-1967 @ 6' 5 1/4"4242 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.026 @ 3' 2 1/4"0.205 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.029 @ 3' 1 13/16"0.307 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"170 1043/-32 407 1258 See note ¹ 2 - Column Cap - steel 3.50"3.50"2.38"511 2689 1120 3368 Blocking 3 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"170 1043/-32 407 1258 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 4" o/c Bottom Edge (Lu)12' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d 3 - Face Mount Hanger HUC48 2.50"N/A 14-10dx1.5 6-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)3 1/2" to 12' 7"N/A 8.2 ---- 1 - Uniform (PSF)0 to 12' 10 1/2" (Top)5' 10"10.0 60.0 25.0 DECK 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M6 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 31 / 32Page 129 of 157 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)578 @ 3 1/2"911 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)461 @ 1' 2 3/4"1688 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1611 @ 6' 2"2577 Passed (62%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.158 @ 6' 2"0.294 Passed (L/895)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.182 @ 6' 2"0.587 Passed (L/774)--1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Hanger on 11 1/4" HF beam 3.50"Hanger¹1.50"82 493 206 606 See note ¹ 2 - Beam - HF 5.50"4.25"1.50"83 500 208 615 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 8" o/c Bottom Edge (Lu)12' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS28 1.75"N/A 6-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 5"16"10.0 60.0 25.0 DECK 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 Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M7 1 piece(s) 2 x 12 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 3/17/2023 3:53:45 PM UTCIan Hodge Hodge Engineering (253) 857-7055 ian@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: BEAM CALCULATIONS ELEVATION B Page 32 / 32Page 130 of 157 Page 131 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =2.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 3.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 132 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9813 Soil Bearing 1.472ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.2505 Z Flexure (+X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 Z Flexure (-X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (+Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (-Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2769 1-way Shear (+X)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (-X)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (+Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (-Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.5289 2-way Punching 79.334psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4721.472 1.472 1.472 0.9810.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.43300.4330 0.4330 0.4330 0.2890.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5254 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.40D 0.5254 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 +X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 +X Bottom 0.1728 Min Temp %0.20 4.288 OK Page 133 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 3.0 5.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 134 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9713 Soil Bearing 1.457ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3349 Z Flexure (+X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 Z Flexure (-X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (+Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (-Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.4004 1-way Shear (+X)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (-X)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (+Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (-Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.8526 2-way Punching 127.890psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4571.457 1.457 1.457 0.9710.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.34600.3460 0.3460 0.3460 0.2310.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6560 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.40D 0.6560 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 +X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 +X Bottom 0.1728 Min Temp %0.240 5.095 OK Page 135 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 4.0 8.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 136 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9853 Soil Bearing 1.478ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.2390 Z Flexure (+X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 Z Flexure (-X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure (+Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure (-Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2051 1-way Shear (+X)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (-X)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (+Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (-Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.3697 2-way Punching 55.457psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.58940.5894 0.5894 0.5894 0.3930.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4781.478 1.478 1.478 0.9850.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2561.256 1.256 1.256 0.8370.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.35370.3537 0.3537 0.3537 0.2360.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.9655 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.40D 0.9655 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK Page 137 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 6.50 10.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 138 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9947 Soil Bearing 1.492ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3026 Z Flexure (+X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 Z Flexure (-X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure (+Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure (-Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.2759 1-way Shear (+X)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (-X)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (+Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (-Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.5077 2-way Punching 76.162psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.67560.6756 0.6756 0.6756 0.4500.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4921.492 1.492 1.492 0.9950.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2881.288 1.288 1.288 0.8590.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.40540.4054 0.4054 0.4054 0.2700.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.506 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.40D 1.506 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK Page 139 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 93.3 % # Bars required on each side of zone 6.7 % Applied Loads 8.0 13.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 140 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 1.0 Soil Bearing 1.50ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3405 Z Flexure (+X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S PASS 0.3405 Z Flexure (-X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S PASS 0.2962 X Flexure (+Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S PASS 0.2962 X Flexure (-Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S PASS 0.3457 1-way Shear (+X)25.928psi 75.0psi +1.20D+1.60S PASS 0.3457 1-way Shear (-X)25.928psi 75.0psi +1.20D+1.60S PASS 0.2830 1-way Shear (+Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.2830 1-way Shear (-Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.6007 2-way Punching 90.112psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.57140.5714 0.5714 0.5714 0.3810.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2681.268 1.268 1.268 0.8450.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.34290.3429 0.3429 0.3429 0.2290.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.274 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.40D 1.274 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK Z-Z, +1.40D 1.664 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.40D 1.664 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK Page 141 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:54" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =7.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 94.1 % # Bars required on each side of zone 5.9 % Applied Loads 9.0 18.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 142 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:54" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 1.0 Soil Bearing 1.50ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.4282 Z Flexure (+X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S PASS 0.4282 Z Flexure (-X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S PASS 0.3786 X Flexure (+Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S PASS 0.3786 X Flexure (-Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S PASS 0.4195 1-way Shear (+X)31.460psi 75.0psi +1.20D+1.60S PASS 0.4195 1-way Shear (-X)31.460psi 75.0psi +1.20D+1.60S PASS 0.3503 1-way Shear (+Z)26.270psi 75.0psi +1.20D+1.60S PASS 0.3503 1-way Shear (-Z)26.270psi 75.0psi +1.20D+1.60S PASS 0.7913 2-way Punching 118.702psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.500.50 0.50 0.50 0.3330.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2501.250 1.250 1.250 0.8330.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.300.30 0.30 0.30 0.2000.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.456 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.40D 1.456 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK Z-Z, +1.40D 1.843 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.40D 1.843 +X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 +X Bottom 0.2592 Min Temp %0.350 13.526 OK Page 143 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:60" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis = 4.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 14.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 8.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =8.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 94.7 % # Bars required on each side of zone 5.3 % Applied Loads 10.0 23.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 144 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:60" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9780 Soil Bearing 1.467ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.4163 Z Flexure (+X)7.049k-ft/ft 16.931k-ft/ft +1.20D+1.60S PASS 0.4163 Z Flexure (-X)7.049k-ft/ft 16.931k-ft/ft +1.20D+1.60S PASS 0.3732 X Flexure (+Z)5.710k-ft/ft 15.298k-ft/ft +1.20D+1.60S PASS 0.3732 X Flexure (-Z)5.710k-ft/ft 15.298k-ft/ft +1.20D+1.60S PASS 0.3645 1-way Shear (+X)27.341psi 75.0psi +1.20D+1.60S PASS 0.3645 1-way Shear (-X)27.341psi 75.0psi +1.20D+1.60S PASS 0.3076 1-way Shear (+Z)23.069psi 75.0psi +1.20D+1.60S PASS 0.3076 1-way Shear (-Z)23.069psi 75.0psi +1.20D+1.60S PASS 0.6480 2-way Punching 97.197psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.44440.4444 0.4444 0.4444 0.2960.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4671.467 1.467 1.467 0.9780.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2111.211 1.211 1.211 0.8070.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.26670.2667 0.2667 0.2667 0.1780.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.638 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.40D 1.638 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D 1.404 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D 1.404 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+0.50S 2.750 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+0.50S 2.750 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+1.60S 5.710 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+1.60S 5.710 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+0.70S 3.288 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +1.20D+0.70S 3.288 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +0.90D 1.053 +Z Bottom 0.3024 Min Temp %0.320 15.298 OK X-X, +0.90D 1.053 -Z Bottom 0.3024 Min Temp %0.320 15.298 OK Z-Z, +1.40D 2.022 -X Bottom 0.3024 Min Temp %0.3556 16.931 OK Z-Z, +1.40D 2.022 +X Bottom 0.3024 Min Temp %0.3556 16.931 OK Z-Z, +1.20D 1.733 -X Bottom 0.3024 Min Temp %0.3556 16.931 OK Z-Z, +1.20D 1.733 +X Bottom 0.3024 Min Temp %0.3556 16.931 OK Page 145 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:72" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 6.0 ft Length parallel to Z-Z Axis = 6.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 16.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 11.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =11.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 16.0 31.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Page 146 of 157 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:72" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9993 Soil Bearing 1.499ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.4836 Z Flexure (+X)10.030k-ft/ft 20.738k-ft/ft +1.20D+1.60S PASS 0.4836 Z Flexure (-X)10.030k-ft/ft 20.738k-ft/ft +1.20D+1.60S PASS 0.4836 X Flexure (+Z)10.030k-ft/ft 20.738k-ft/ft +1.20D+1.60S PASS 0.4836 X Flexure (-Z)10.030k-ft/ft 20.738k-ft/ft +1.20D+1.60S PASS 0.3658 1-way Shear (+X)27.432psi 75.0psi +1.20D+1.60S PASS 0.3658 1-way Shear (-X)27.432psi 75.0psi +1.20D+1.60S PASS 0.3658 1-way Shear (+Z)27.432psi 75.0psi +1.20D+1.60S PASS 0.3658 1-way Shear (-Z)27.432psi 75.0psi +1.20D+1.60S PASS 0.7362 2-way Punching 110.432psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.63780.6378 0.6378 0.6378 0.4250.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4991.499 1.499 1.499 0.9990.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.38270.3827 0.3827 0.3827 0.2550.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 4.179 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.40D 4.179 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D 3.582 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D 3.582 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+0.50S 5.597 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+0.50S 5.597 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+1.60S 10.030 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+1.60S 10.030 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+0.70S 6.403 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +1.20D+0.70S 6.403 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +0.90D 2.686 +Z Bottom 0.3456 Min Temp %0.3667 20.738 OK X-X, +0.90D 2.686 -Z Bottom 0.3456 Min Temp %0.3667 20.738 OK Z-Z, +1.40D 4.179 -X Bottom 0.3456 Min Temp %0.3667 20.738 OK Z-Z, +1.40D 4.179 +X Bottom 0.3456 Min Temp %0.3667 20.738 OK Z-Z, +1.20D 3.582 -X Bottom 0.3456 Min Temp %0.3667 20.738 OK Z-Z, +1.20D 3.582 +X Bottom 0.3456 Min Temp %0.3667 20.738 OK Page 147 of 157 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f .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 span 1-#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 OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.892 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.505 ft Mn * Phi : Allowable 25.551 k-ft Typical SectionSection used for this span Mu : Applied 22.804 k-ft Maximum Deflection 0 <360.0 9596 Ratio =0 <180.0 Max Downward Transient Deflection 0.003 in 19795Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.006 in Ratio =>=180.0Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 7.225 7.225 Overall MINimum 0.700 0.700 D Only 2.600 2.600 +D+L 3.300 3.300 +D+S 7.225 7.225 +D+0.750L 3.125 3.125 +D+0.750L+0.750S 6.594 6.594 +0.60D 1.560 1.560 L Only 0.700 0.700 S Only 4.625 4.625 . Page 148 of 157 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+0.50L+0.50S Span # 1 1 5.000 11.65 25.55 0.46 +1.20D+0.50L+0.70S Span # 1 1 5.000 13.68 25.55 0.54 +0.90D Span # 1 1 5.000 4.61 25.55 0.18 . Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+S 1 0.0063 2.500 0.0000 0.000 Page 149 of 157 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f .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 span 1-#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 OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.868 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.495 ft Mn * Phi : Allowable 26.452 k-ft Typical SectionSection used for this span Mu : Applied 22.962 k-ft Maximum Deflection 0 <360.0 16719 Ratio =0 <180.0 Max Downward Transient Deflection 0.002 in 25683Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=180.0Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 7.331 7.331 Overall MINimum 0.700 0.700 D Only 2.706 2.706 +D+L 3.406 3.406 +D+S 7.331 7.331 +D+0.750L 3.231 3.231 +D+0.750L+0.750S 6.699 6.699 +0.60D 1.623 1.623 L Only 0.700 0.700 S Only 4.625 4.625 . Page 150 of 157 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+0.50L+0.50S Span # 1 1 5.000 11.81 26.45 0.45 +1.20D+0.50L+0.70S Span # 1 1 5.000 13.84 26.45 0.52 +0.90D Span # 1 1 5.000 4.73 26.45 0.18 . Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+S 1 0.0036 2.500 0.0000 0.000 Page 151 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :6' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 1 Description.... 6' Unrestrained wall This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 6.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 100.0 200.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.07OK Sliding =1.55OK Total Bearing Load =2,391lbs ...resultant ecc. =6.69in Soil Pressure @ Toe =1,488psf OK Soil Pressure @ Heel =0psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,083psf ACI Factored @ Heel =0psf Footing Shear @ Toe =19.0psi OK Footing Shear @ Heel =9.2psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =883.3lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 766.8 600.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###4 4 4 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at =Center Center Center Design Data fb/FB + fa/Fa =0.061 0.419 0.703 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =3,387.6 3,387.6 3,387.6ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 4.00in 4.00 4.00 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 225.9 801.8lbs 1,130.2Strength Level Service Level Strength Level = 209.5 1,421.2 2,382.5ft-# Service Level Strength Level = 4.7 16.7 23.5psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 152 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :6' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 2 Description.... 6' Unrestrained wall This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0126 in2/ft (4/3) * As :0.0169 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0858 in2/ft (4/3) * As :0.1144 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1438 in2/ft (4/3) * As :0.1918 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in 1.30 1.96 9.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 3.00 1.30ft Footing Thickness =in 3.26= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = phiMn = phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 6 phiMn = phi'5'lambda'sqrt(fc)'Sm =# 4 @ 13.89 in = = = = = 2,083 18,171 2,691 1,290 19.05 75.00 Heel: 0 211 831 620 9.24 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.63 0.19 #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in in2 in2 /ft If two layers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in supplemental design for footing torsion. Page 153 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :8' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 1 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 8.00 0.50 0.00 12.00 1,515.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 100.0 200.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.38OK Sliding =1.53OK Total Bearing Load =4,030lbs ...resultant ecc. =7.50in Soil Pressure @ Toe =1,514psf OK Soil Pressure @ Heel =179psf OK Allowable =1,515 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,120psf ACI Factored @ Heel =251psf Footing Shear @ Toe =19.7psi OK Footing Shear @ Heel =11.6psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =1,532.0lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,340.3 1,001.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###5 5 5 Rebar Spacing = 12.00 12.00 10.75 Rebar Placed at =Center Center Center Design Data fb/FB + fa/Fa =0.208 0.729 0.970 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =5,069.7 5,069.7 5,593.0ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 4.00in 4.00 4.00 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 658.6 1,514.5lbs 1,954.9Strength Level Service Level Strength Level = 1,056.7 3,700.2 5,430.3ft-# Service Level Strength Level = 13.7 31.6 40.7psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 154 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :8' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 2 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0638 in2/ft (4/3) * As :0.0851 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2234 in2/ft (4/3) * As :0.2978 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2234 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3278 in2/ft (4/3) * As :0.4371 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3278 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.346 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in 2.05 2.71 12.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 7.00 2.05ft Footing Thickness =in 4.76= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 4 @ 13.89 in = = = = = 2,120 46,526 7,837 3,224 19.69 75.00 Heel: 251 1,086 2,721 1,635 11.62 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.26 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.23 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. Page 155 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :10' Unrestrained 40 psf Surcharge Page : 1 Dsgnr:JEH Date: 11 JUN 2021 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 10.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.64OK Sliding =1.53OK Total Bearing Load =5,600lbs ...resultant ecc. =7.60in Soil Pressure @ Toe =1,438psf OK Soil Pressure @ Heel =351psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,014psf ACI Factored @ Heel =492psf Footing Shear @ Toe =28.7psi OK Footing Shear @ Heel =18.0psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =2,257.5lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,960.1 1,504.2 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###5 5 5 Rebar Spacing = 9.00 9.00 9.00 Rebar Placed at = 6.25 i 6.25 i 6.25 i Design Data fb/FB + fa/Fa =0.279 0.711 0.965 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =10,717.8 10,717.8 10,717.8ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 6.25in 6.25 6.25 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 1,315.4 2,451.3lbs 3,003.6Strength Level Service Level Strength Level = 2,993.3 7,628.7 10,351.5ft-# Service Level Strength Level = 17.5 32.7 40.0psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page 156 of 157 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :10' Unrestrained 40 psf Surcharge Page : 2 Dsgnr:JEH Date: 11 JUN 2021 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1121 in2/ft (4/3) * As :0.1495 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2858 in2/ft (4/3) * As :0.3811 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2858 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3878 in2/ft (4/3) * As :0.5171 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3878 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in 2.80 3.46 12.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 14.00 2.80ft Footing Thickness =in 6.26= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 4 @ 13.88 in = = = = = 2,014 83,819 14,633 5,766 28.73 75.00 Heel: 492 2,808 6,113 3,305 17.96 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 9.26 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.25 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.62 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. 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