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MM 3 ENGINEERING CALCULATIONS2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA] DESIGN WIND SPEED WIND (113C) SEISMIC SITE SOIL RISK ROOF SNOW (V) EXPOSURE DESIGN CLASS. CATEGORY LOAD CATEGORY 25 PSF 97 MPH B D D II SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC APPROX. PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 12" 0.4658 1.2868 350 FT VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES John Hodge, P.E. 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 220279 DATE 05.19.22 SITE: PARCEL: 22730220600 YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: J1090607 DATED 05.25.21 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY ��` � • 'iii, 378 STER�� SS/ONALO' COPYRIGHT ©2021 HODGE ENGINEERM, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED i R WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY RE REMOVED RY THE JURISDICTION 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) 1 of 98 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. 2 of 98 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: Parcel: 22730220600, Yelm, WA 98597 Plan: Cedar A – Lot 3 Job: 220279 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 = 350 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 350 = 18 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = 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 3 of 98 4 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A.wsw May 19, 2022 14:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 5-1A-11-1A-3 3-1A-2 4-1B-1 3911 301722073017209722071571243330174701220727764347243330172604209722072776277615711066 8168163534 96697024029661202280028192643258421431850970432269670869671870869617647081025118169671889170841868748748708741019958192610198748709581056Loads: 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 5 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A.wsw May 19, 2022 14:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 5-2A-21-1A-3 3-1A-1 2-1A-5 A-44-15-1286430172097220715713017209722071571262397396693597097396693597027906967187086967187082697874870874870 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 6 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A.wsw May 19, 2022 14:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 5-1A-11-1A-3 3-1A-2 4-1B-1 3505 3505 22121618221215371618115121812212387216182488364021812212233415371618248824881151213521351635163527572757608610176360810372043205319151906163014436103854 385441141741142341741113974179141053411423835417380538055275275255279268701485926527525870960Loads: 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 7 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A.wsw May 19, 2022 14:27:52 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 5-2A-21-1A-3 3-1A-1 2-1A-5 A-44-15-12099 209922121537161811512212153716181151165016506126085886106126085886101645164541142341741142341716281628527525527525 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 8 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 Project Information COMPANY AND PROJECT INFORMATION Company Project Exposure B Seismic Category D 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) 4.75 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: 350ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.470g Ss: 1.290g Fundamental Period E-W N-S T Used 0.208s 0.208s Approximate Ta 0.208s 0.208s Maximum T 0.291s 0.291s 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 82 mph 1 9 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 21.29 0.0 Level 2 13.29 1'-6.0 8.00 21.8 22.5 Level 1 2.79 9.5 9.00 13.2 14.0 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 =-0.14 5.25 North Side 22.6 1.00 Extent X,Y =40.14 39.75 South Side 22.6 1.00 Ridge Y Location, Offset 25.13 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =29.50 3.50 North Joined 157.4 1.00 Extent X,Y =8.25 1.75 South Gable 90.0 1.00 Ridge X Location, Offset 33.63 0.00 East Side 33.7 1.00 Ridge Elevation, Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.14 2.50 North Joined 157.4 1.00 Extent X,Y =20.00 2.75 South Gable 90.0 1.00 Ridge X Location, Offset 10.14 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge Location X,Y =0.00 0.00 North Side 90.0 1.00 Extent X,Y =20.00 2.75 South Side 26.2 1.00 Ridge Y Location, Offset 2.75 1.38 East Gable 90.0 1.00 Ridge Elevation, Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =27.00 2.00 North Side 90.0 1.00 Extent X,Y =13.25 2.00 South Side 26.2 1.00 Ridge Y Location, Offset 4.00 1.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.28 0.98 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =15.25 45.00 North Gable 90.0 1.00 Extent X,Y =11.75 11.75 South Joined 90.0 1.00 Ridge X Location, Offset 21.13 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.68 3.39 West Side 30.0 1.00 2 10 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 3 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 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 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. 3 11 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 2 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 1-1 Seg 2 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 -- 22.00 24.50 2.50 - - 8.00 Segment 2 -- 24.50 30.25 5.75 - 1.39 - Opening 2 -- 30.25 32.25 2.00 - - 8.00 Segment 3 -- 32.25 40.75 8.50 - 0.94 - Opening 3 -- 40.75 42.75 2.00 - - 8.00 Segment 4 -- 42.75 45.00 2.25 - 3.56 - Level 1 Line 1 2 0.00 0.00 45.00 45.00 39.00 - 9.00 Wall 1-1 Seg 2 0.00 0.00 45.00 45.00 39.00 - - Segment 1 -- 0.00 29.75 29.75 - 0.30 - Opening 1 -- 29.75 31.75 2.00 - - 9.00 Segment 2 -- 31.75 41.00 9.25 - 0.97 - Opening 2 -- 41.00 43.00 2.00 - - 9.00 Segment 3 -- 43.00 45.00 2.00 - 4.50 - Line 2 Level 2 Line 2 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 2-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 3 Level 2 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 3-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 3-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 4-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 4-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 5 Level 2 Line 5 2 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 5-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 5-2 Seg 2 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 -- 24.00 26.50 2.50 - - 8.00 Segment 2 -- 26.50 45.00 18.50 - 0.43 - Level 1 Line 5 2 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 5-1 Seg 2 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 -- 30.25 32.75 2.50 - - 9.00 Segment 2 -- 32.75 36.75 4.00 - 2.25 - Opening 2 -- 36.75 39.25 2.50 - - 9.00 Segment 3 -- 39.25 45.00 5.75 - 1.57 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 1 3.93 8.50 40.00 31.50 13.25 - 8.00 Wall A-1 NSW 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - - - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - - - Wall A-2 Seg 1 2.50 8.50 20.00 11.50 6.25 - - Segment 1 -- 8.50 11.50 3.00 - 2.67 - Opening 1 -- 11.50 16.75 5.25 - - 8.00 Segment 2 -- 16.75 20.00 3.25 - 2.46 - Wall A-3 Seg 1 5.25 20.00 29.75 9.75 4.25 - - Segment 1 -- 20.00 21.25 1.25 - 6.40 - Opening 1 -- 21.25 25.50 4.25 - - 8.00 4 12 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 2 -- 25.50 29.75 4.25 - 1.88 - Wall A-4 NSW 3.50 29.75 37.25 7.50 0.00 - - Segment 1 -- 29.75 31.50 1.75 - - - Opening 1 -- 31.50 35.75 4.25 - - 8.00 Segment 2 -- 35.75 37.25 1.50 - - - Wall A-5 Seg 1 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 14.25 - 9.00 Wall A-1 Seg 1 0.00 0.00 20.00 20.00 6.75 - - Segment 1 -- 0.00 3.25 3.25 - 2.77 - Opening 1 -- 3.25 16.50 13.25 - - 9.00 Segment 2 -- 16.50 20.00 3.50 - 2.57 - Wall A-2 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 -- 20.00 21.50 1.50 - - - Opening 1 -- 21.50 25.50 4.00 - - 9.00 Segment 2 -- 25.50 26.75 1.25 - - - Wall A-3 Seg 1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 -- 26.75 30.50 3.75 - 2.40 - Opening 1 -- 30.50 36.25 5.75 - - 9.00 Segment 2 -- 36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B Seg 2 27.00 0.00 40.00 40.00 12.00 - 9.00 Wall B-1 Seg 2 27.00 0.00 12.00 12.00 12.00 0.75 - Line C Level 2 Line C 2 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall C-1 Seg 2 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 -- 11.00 15.50 4.50 - 1.78 - Opening 2 -- 15.50 20.50 5.00 - - 8.00 Segment 3 -- 20.50 30.75 10.25 - 0.78 - Opening 3 -- 30.75 35.75 5.00 - - 8.00 Segment 4 -- 35.75 40.00 4.25 - 1.88 - Level 1 Line C 3 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall C-1 Seg 3 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 -- 13.50 18.25 4.75 - 1.89 - Opening 2 -- 18.25 26.25 8.00 - - 9.00 Segment 3 -- 26.25 30.75 4.50 - 2.00 - Opening 3 -- 30.75 34.75 4.00 - - 9.00 Segment 4 -- 34.75 40.00 5.25 - 1.71 - 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 If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 5 13 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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. 6 14 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 - Both - - 1645 - - - 339 - - 11002 - Wall 1-1 2 Both - - 1645 - 1.0 - 339 - - 11002 - Seg. 1 - Both 50.6 0.0 924 - 1.0 - 339 - 339 6178 0.15 Seg. 2 - Both 50.6 0.0 291 - 1.0 - 339 - 339 1946 0.15 Seg. 3 - Both 50.6 0.0 430 - 1.0 - 339 - 339 2877 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln1, Lev1 - Both - - 3854 - - - 339 - - 13202 - Wall 1-1 2 Both - - 3854 - 1.0 - 339 - - 13202 - Seg. 1 - Both 98.8 0.0 2940 - 1.0 - 339 - 339 10071 0.29 Seg. 2 - Both 98.8 0.0 914 - 1.0 - 339 - 339 3131 0.29 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line 5 Level 2 Ln5, Lev2 - Both - - 1628 - - - 339 - - 12610 - Wall 5-2 2 Both - - 1628 - 1.0 - 339 - - 12610 - Seg. 1 - Both 43.7 0.0 820 - 1.0 - 339 - 339 6347 0.13 Seg. 2 - Both 43.7 0.0 809 - 1.0 - 339 - 339 6263 0.13 Level 1 Ln5, Lev1 - Both - - 3805 - - - 339 - - 12629 - Wall 5-1 2 Both - - 3805 - 1.0 - 339 - - 12629 - Seg. 1 - Both 102.0 0.0 2856 - 1.0 - 339 - 339 9479 0.30 Seg. 2 - Both 90.7 0.0 363 - .89 - 301 - 301 1204 0.30 Seg. 3 - Both 102.0 0.0 586 - 1.0 - 339 - 339 1946 0.30 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 2 LnA, Lev2 - Both - - 2099 - - - 638 - - 7038 - Wall A-2 1 Both - - 931 - 1.0 - 638 - - 3120 - Seg. 1 - Both 142.7 0.0 428 - .75 - 478 - 478 1435 0.30 Seg. 2 - Both 154.6 0.0 503 - .81 - 518 - 518 1685 0.30 Wall A-3 1 Both - - 809 - 1.0 - 638 - - 2711 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Seg. 2 - Both 190.3 0.0 809 - 1.0 - 638 - 638 2711 0.30 Wall A-5 1 Both 130.8 - 360 - .69 - 638 - 439 1206 0.30 Level 1 LnA, Lev1 - Both - - 3505 - - - 638 - - 7222 - Wall A-1 1 Both - - 1570 - 1.0 - 638 - - 3234 - Seg. 1 - Both 223.6 0.0 727 - .72 - 461 - 461 1497 0.49 Seg. 2 - Both 240.9 0.0 843 - .78 - 496 - 496 1737 0.49 Wall A-3 1 Both - - 1935 - 1.0 - 638 - - 3987 - Seg. 1 - Both 258.1 0.0 968 - .83 - 532 - 532 1994 0.49 Seg. 2 - Both 258.1 0.0 968 - .83 - 532 - 532 1994 0.49 Line B LnB, Lev1 - Both - - 2135 - - - 339 - - 4062 - Wall B-1 2^Both 177.9 - 2135 - 1.0 - 339 - 339 4062 0.53 Line C Level 2 LnC, Lev2 - Both - - 1650 - - - 339 - - 7786 - Wall C-1 2 Both - - 1650 - 1.0 - 339 - - 7786 - Seg. 1 - Both 71.7 0.0 287 - 1.0 - 339 - 339 1354 0.21 Seg. 2 - Both 71.7 0.0 323 - 1.0 - 339 - 339 1523 0.21 Seg. 3 - Both 71.7 0.0 735 - 1.0 - 339 - 339 3470 0.21 Seg. 4 - Both 71.7 0.0 305 - 1.0 - 339 - 339 1439 0.21 Level 1 LnC, Lev1 - Both - - 2757 - - - 495 - - 8933 - Wall C-1 3 Both - - 2757 - 1.0 - 495 - - 8933 - Seg. 1 - Both 135.7 0.0 543 - .89 - 440 - 440 1759 0.31 Seg. 2 - Both 152.7 0.0 725 - 1.0 - 495 - 495 2350 0.31 Seg. 3 - Both 152.7 0.0 687 - 1.0 - 495 - 495 2226 0.31 Seg. 4 - Both 152.7 0.0 802 - 1.0 - 495 - 495 2597 0.31 7 15 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 SHEAR RESULTS (flexible wind design, continued) 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. 8 16 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 38859 1647.5 7839 7839 5614 5614 5614 5614 1 37700 1734.8 4316 4316 5447 5447 5447 5447 All 76559 - 12155 12155 - - - - 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. 9 17 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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 - - 2790 - - - 242 - - 7859 - Wall 1-1 2 Both - - 2790 - 1.0 - 242 - - 7859 - Seg. 1 - Both 85.8 0.0 1567 - 1.0 - 242 - 242 4413 0.36 Seg. 2 - Both 85.8 0.0 494 - 1.0 - 242 - 242 1390 0.36 Seg. 3 - Both 85.8 0.0 730 - 1.0 - 242 - 242 2055 0.36 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln1, Lev1 - Both - - 4322 - - - 242 - - 9430 - Wall 1-1 2 Both - - 4322 - 1.0 - 242 - - 9430 - Seg. 1 - Both 110.8 0.0 3297 - 1.0 - 242 - 242 7194 0.46 Seg. 2 - Both 110.8 0.0 1025 - 1.0 - 242 - 242 2237 0.46 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line 5 Level 2 Ln5, Lev2 - Both - - 2697 - - - 242 - - 9007 - Wall 5-2 2 Both - - 2697 - 1.0 - 242 - - 9007 - Seg. 1 - Both 72.4 0.0 1358 - 1.0 - 242 - 242 4534 0.30 Seg. 2 - Both 72.4 0.0 1340 - 1.0 - 242 - 242 4473 0.30 Level 1 Ln5, Lev1 - Both - - 4186 - - - 242 - - 9020 - Wall 5-1 2 Both - - 4186 - 1.0 - 242 - - 9020 - Seg. 1 - Both 112.2 0.0 3142 - 1.0 - 242 - 242 6770 0.46 Seg. 2 - Both 99.7 0.0 399 - .89 - 215 - 215 860 0.46 Seg. 3 - Both 112.2 0.0 645 - 1.0 - 242 - 242 1390 0.46 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 2 LnA, Lev2 - Both - - 2864 - - - 456 - - 5027 - Wall A-2 1 Both - - 1270 - 1.0 - 456 - - 2229 - Seg. 1 - Both 194.7 0.0 584 - .75 - 342 - 342 1025 0.57 Seg. 2 - Both 210.9 0.0 686 - .81 - 370 - 370 1203 0.57 Wall A-3 1 Both - - 1103 - 1.0 - 456 - - 1937 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Seg. 2 - Both 259.6 0.0 1103 - 1.0 - 456 - 456 1937 0.57 Wall A-5 1 Both 178.5 - 491 - .69 - 456 - 313 862 0.57 Level 1 LnA, Lev1 - Both - - 3911 - - - 456 - - 5158 - Wall A-1 1^Both - - 1751 - 1.0 - 456 - - 2310 - Seg. 1 - Both 249.5 0.0 811 - .72 - 329 - 329 1070 0.76 Seg. 2 - Both 268.7 0.0 940 - .78 - 354 - 354 1241 0.76 Wall A-3 1^Both - - 2159 - 1.0 - 456 - - 2848 - Seg. 1 - Both 287.9 0.0 1080 - .83 - 380 - 380 1424 0.76 Seg. 2 - Both 287.9 0.0 1080 - .83 - 380 - 380 1424 0.76 Line B LnB, Lev1 - Both - - 1066 - - - 242 - - 2902 - Wall B-1 2 Both 88.8 - 1066 - 1.0 - 242 - 242 2902 0.37 Line C Level 2 LnC, Lev2 - Both - - 2623 - - - 242 - - 5561 - Wall C-1 2 Both - - 2623 - 1.0 - 242 - - 5561 - Seg. 1 - Both 114.1 0.0 456 - 1.0 - 242 - 242 967 0.47 Seg. 2 - Both 114.1 0.0 513 - 1.0 - 242 - 242 1088 0.47 Seg. 3 - Both 114.1 0.0 1169 - 1.0 - 242 - 242 2478 0.47 Seg. 4 - Both 114.1 0.0 485 - 1.0 - 242 - 242 1028 0.47 Level 1 LnC, Lev1 - Both - - 3534 - - - 353 - - 6381 - Wall C-1 3^Both - - 3534 - 1.0 - 353 - - 6381 - Seg. 1 - Both 174.0 0.0 696 - .89 - 314 - 314 1257 0.55 Seg. 2 - Both 195.7 0.0 930 - 1.0 - 353 - 353 1679 0.55 Seg. 3 - Both 195.7 0.0 881 - 1.0 - 353 - 353 1590 0.55 Seg. 4 - Both 195.7 0.0 1028 - 1.0 - 353 - 353 1855 0.55 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. 10 18 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A.wsw May. 19, 2022 14:28:40 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. 11 19 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A 3 CAR.wsw July 19, 2021 11:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-1A-22-2A-4 4-1A-3 5-1B-2 1-1B-1 A-1 2-14254269234204871187630735015269234202677219518763073307319431370575572575572365726459871206283928582892261821671868990406178178459771132367232617711264073324797234276892102910871954102989288810871066 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 20 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A 3 CAR.wsw July 19, 2021 11:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-2A-22-1A-3 4-1A-1 3-1A-5 A-45-16-1292534202195187619433420219518761943267999498795599099498795599028497117337237117337232755892888892888 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 21 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A 3 CAR.wsw July 19, 2021 11:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-1A-22-2A-4 4-1A-3 5-1B-2 1-1B-1 A-1 2-134843484220521263556155525163623220521262192136415552516251611072252 2252 9459419459412811281119085931039202220312056188816181436595 42818818742534082784415242140824324212331415380538055279159681473915527525968948Loads: 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 22 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220279 - LATERAL ANALYSIS A 3 CAR.wsw July 19, 2021 11:07:17 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-2A-22-1A-3 4-1A-1 3-1A-5 A-45-16-11981 198121261364155511072126136415551107161116115985935745955985935745951635163540842141540842141516281628527525527525 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 23 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 Project Information COMPANY AND PROJECT INFORMATION Company Project Exposure B Seismic Category D 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) 4.75 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: 350ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.208s 0.208s Approximate Ta 0.208s 0.208s Maximum T 0.291s 0.291s 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 82 mph 1 24 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 21.29 0.0 Level 2 13.29 1'-6.0 8.00 21.8 22.5 Level 1 2.79 9.5 9.00 13.2 14.0 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 =-0.14 5.25 North Side 22.6 1.00 Extent X,Y =40.14 39.75 South Side 22.6 1.00 Ridge Y Location, Offset 25.13 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =29.50 3.50 North Joined 157.4 1.00 Extent X,Y =8.25 1.75 South Gable 90.0 1.00 Ridge X Location, Offset 33.63 0.00 East Side 33.7 1.00 Ridge Elevation, Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.14 2.50 North Joined 157.4 1.00 Extent X,Y =20.00 2.75 South Gable 90.0 1.00 Ridge X Location, Offset 10.14 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge Location X,Y =0.00 0.00 North Side 90.0 1.00 Extent X,Y =20.00 2.75 South Side 26.2 1.00 Ridge Y Location, Offset 2.75 1.38 East Gable 90.0 1.00 Ridge Elevation, Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =27.00 2.00 North Side 90.0 1.00 Extent X,Y =13.25 2.00 South Side 26.2 1.00 Ridge Y Location, Offset 4.00 1.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.28 0.98 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =-10.25 2.00 North Side 22.6 1.00 Extent X,Y =10.11 21.00 South Side 22.6 1.00 Ridge Y Location, Offset 12.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 25.66 4.37 West Gable 90.0 0.78 Block 7 1 Story N-S Ridge Location X,Y =15.25 45.00 North Gable 90.0 1.00 Extent X,Y =11.75 11.75 South Joined 90.0 1.00 Ridge X Location, Offset 21.13 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.68 3.39 West Side 30.0 1.00 2 25 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 3 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 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 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. 3 26 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 2 -10.00 2.00 22.75 20.75 20.75 - 9.00 Wall 1-1 Seg 2 -10.00 2.00 22.75 20.75 20.75 0.43 - Line 2 Level 2 Line 2 2 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 2-1 Seg 2 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 -- 22.00 24.50 2.50 - - 8.00 Segment 2 -- 24.50 30.25 5.75 - 1.39 - Opening 2 -- 30.25 32.25 2.00 - - 8.00 Segment 3 -- 32.25 40.75 8.50 - 0.94 - Opening 3 -- 40.75 42.75 2.00 - - 8.00 Segment 4 -- 42.75 45.00 2.25 - 3.56 - Level 1 Line 2 3 0.00 2.00 45.00 43.00 16.25 - 9.00 Wall 2-1 NSW 0.00 0.00 2.00 2.00 0.00 1.00 - Wall 2-2 Seg 3 0.00 22.75 45.00 22.25 16.25 - - Segment 1 -- 22.75 29.75 7.00 - 1.29 - Opening 1 -- 29.75 31.75 2.00 - - 9.00 Segment 2 -- 31.75 41.00 9.25 - 0.97 - Opening 2 -- 41.00 43.00 2.00 - - 9.00 Segment 3 -- 43.00 45.00 2.00 - 4.50 - Line 3 Level 2 Line 3 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 3-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 4-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 4-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 5 Level 2 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 5-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 5-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 6 Level 2 Line 6 2 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 6-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 6-2 Seg 2 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 -- 24.00 26.50 2.50 - - 8.00 Segment 2 -- 26.50 45.00 18.50 - 0.43 - Level 1 Line 6 2 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 6-1 Seg 2 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 -- 30.25 32.75 2.50 - - 9.00 Segment 2 -- 32.75 36.75 4.00 - 2.25 - Opening 2 -- 36.75 39.25 2.50 - - 9.00 Segment 3 -- 39.25 45.00 5.75 - 1.57 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 1 3.93 8.50 40.00 31.50 13.25 - 8.00 Wall A-1 NSW 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - - - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - - - Wall A-2 Seg 1 2.50 8.50 20.00 11.50 6.25 - - Segment 1 -- 8.50 11.50 3.00 - 2.67 - 4 27 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 11.50 16.75 5.25 - - 8.00 Segment 2 -- 16.75 20.00 3.25 - 2.46 - Wall A-3 Seg 1 5.25 20.00 29.75 9.75 4.25 - - Segment 1 -- 20.00 21.25 1.25 - 6.40 - Opening 1 -- 21.25 25.50 4.25 - - 8.00 Segment 2 -- 25.50 29.75 4.25 - 1.88 - Wall A-4 NSW 3.50 29.75 37.25 7.50 0.00 - - Segment 1 -- 29.75 31.50 1.75 - - - Opening 1 -- 31.50 35.75 4.25 - - 8.00 Segment 2 -- 35.75 37.25 1.50 - - - Wall A-5 Seg 1 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 14.25 - 9.00 Wall A-1 NSW 2.00 -10.00 0.00 10.00 0.00 - - Segment 1 -- -10.00 -8.50 1.50 - - - Opening 1 -- -8.50 -1.50 7.00 - - 8.00 Segment 2 -- -1.50 0.00 1.50 - - - Wall A-2 Seg 1 0.00 0.00 20.00 20.00 6.75 - - Segment 1 -- 0.00 3.25 3.25 - 2.77 - Opening 1 -- 3.25 16.50 13.25 - - 9.00 Segment 2 -- 16.50 20.00 3.50 - 2.57 - Wall A-3 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 -- 20.00 21.50 1.50 - - - Opening 1 -- 21.50 25.50 4.00 - - 9.00 Segment 2 -- 25.50 26.75 1.25 - - - Wall A-4 Seg 1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 -- 26.75 30.50 3.75 - 2.40 - Opening 1 -- 30.50 36.25 5.75 - - 9.00 Segment 2 -- 36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B 2 25.07 -10.00 40.00 50.00 22.00 - 9.00 Wall B-1 Seg 2 22.75 -10.00 0.00 10.00 10.00 0.90 - Wall B-2 Seg 2 27.00 0.00 12.00 12.00 12.00 0.75 - Line C Level 2 Line C 2 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall C-1 Seg 2 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 -- 11.00 15.50 4.50 - 1.78 - Opening 2 -- 15.50 20.50 5.00 - - 8.00 Segment 3 -- 20.50 30.75 10.25 - 0.78 - Opening 3 -- 30.75 35.75 5.00 - - 8.00 Segment 4 -- 35.75 40.00 4.25 - 1.88 - Level 1 Line C 3 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall C-1 Seg 3 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 -- 13.50 18.25 4.75 - 1.89 - Opening 2 -- 18.25 26.25 8.00 - - 9.00 Segment 3 -- 26.25 30.75 4.50 - 2.00 - Opening 3 -- 30.75 34.75 4.00 - - 9.00 Segment 4 -- 34.75 40.00 5.25 - 1.71 - 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 If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 5 28 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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. 6 29 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 2 S->N 20.6 - 427 - 1.0 - 339 - 339 7024 0.06 2 N->S 20.6 - 428 - 1.0 - 339 - 339 7024 0.06 Line 2 Level 2 Ln2, Lev2 - Both - - 1635 - - - 339 - - 11002 - Wall 2-1 2 Both - - 1635 - 1.0 - 339 - - 11002 - Seg. 1 - Both 50.3 0.0 918 - 1.0 - 339 - 339 6178 0.15 Seg. 2 - Both 50.3 0.0 289 - 1.0 - 339 - 339 1946 0.15 Seg. 3 - Both 50.3 0.0 428 - 1.0 - 339 - 339 2877 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln2, Lev1 - S->N - - 4234 - - - 495 - - 8040 - - N->S - - 4253 - - - 495 - - 8040 - Wall 2-2 3 S->N - - 4234 - 1.0 - 495 - - 8040 - 3 N->S - - 4253 - 1.0 - 495 - - 8040 - Seg. 1 - S->N 260.6 0.0 1824 - 1.0 - 495 - 495 3463 0.53 - N->S 261.7 0.0 1832 - 1.0 - 495 - 495 3463 0.53 Seg. 2 - S->N 260.6 0.0 2410 - 1.0 - 495 - 495 4577 0.53 - N->S 261.7 0.0 2421 - 1.0 - 495 - 495 4577 0.53 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Line 6 Level 2 Ln6, Lev2 - Both - - 1628 - - - 339 - - 12610 - Wall 6-2 2 Both - - 1628 - 1.0 - 339 - - 12610 - Seg. 1 - Both 43.7 0.0 820 - 1.0 - 339 - 339 6347 0.13 Seg. 2 - Both 43.7 0.0 809 - 1.0 - 339 - 339 6263 0.13 Level 1 Ln6, Lev1 - Both - - 3805 - - - 339 - - 12629 - Wall 6-1 2 Both - - 3805 - 1.0 - 339 - - 12629 - Seg. 1 - Both 102.0 0.0 2856 - 1.0 - 339 - 339 9479 0.30 Seg. 2 - Both 90.7 0.0 363 - .89 - 301 - 301 1204 0.30 Seg. 3 - Both 102.0 0.0 586 - 1.0 - 339 - 339 1946 0.30 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 2 LnA, Lev2 - Both - - 1981 - - - 638 - - 7038 - Wall A-2 1 Both - - 878 - 1.0 - 638 - - 3120 - Seg. 1 - Both 134.7 0.0 404 - .75 - 478 - 478 1435 0.28 Seg. 2 - Both 145.9 0.0 474 - .81 - 518 - 518 1685 0.28 Wall A-3 1 Both - - 763 - 1.0 - 638 - - 2711 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Seg. 2 - Both 179.6 0.0 763 - 1.0 - 638 - 638 2711 0.28 Wall A-5 1 Both 123.5 - 340 - .69 - 638 - 439 1206 0.28 Level 1 LnA, Lev1 - Both - - 3484 - - - 638 - - 7222 - Wall A-2 1 Both - - 1560 - 1.0 - 638 - - 3234 - Seg. 1 - Both 222.3 0.0 722 - .72 - 461 - 461 1497 0.48 Seg. 2 - Both 239.4 0.0 838 - .78 - 496 - 496 1737 0.48 Wall A-4 1 Both - - 1923 - 1.0 - 638 - - 3987 - Seg. 1 - Both 256.5 0.0 962 - .83 - 532 - 532 1994 0.48 Seg. 2 - Both 256.5 0.0 962 - .83 - 532 - 532 1994 0.48 Line B LnB, Lev1 - Both - - 2252 - - - 339 - - 7447 - Wall B-1 2 Both 102.4 - 1024 - 1.0 - 339 - 339 3385 0.30 Wall B-2 2 Both 102.4 - 1229 - 1.0 - 339 - 339 4062 0.30 Line C Level 2 LnC, Lev2 - Both - - 1611 - - - 339 - - 7786 - Wall C-1 2 Both - - 1611 - 1.0 - 339 - - 7786 - Seg. 1 - Both 70.0 0.0 280 - 1.0 - 339 - 339 1354 0.21 Seg. 2 - Both 70.0 0.0 315 - 1.0 - 339 - 339 1523 0.21 Seg. 3 - Both 70.0 0.0 718 - 1.0 - 339 - 339 3470 0.21 7 30 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 SHEAR RESULTS (flexible wind design, continued) Seg. 4 - Both 70.0 0.0 298 - 1.0 - 339 - 339 1439 0.21 Level 1 LnC, Lev1 - Both - - 2811 - - - 495 - - 8933 - Wall C-1 3 Both - - 2811 - 1.0 - 495 - - 8933 - Seg. 1 - Both 138.4 0.0 554 - .89 - 440 - 440 1759 0.31 Seg. 2 - Both 155.7 0.0 739 - 1.0 - 495 - 495 2350 0.31 Seg. 3 - Both 155.7 0.0 701 - 1.0 - 495 - 495 2226 0.31 Seg. 4 - Both 155.7 0.0 817 - 1.0 - 495 - 495 2597 0.31 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. 8 31 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 38859 1647.5 8006 8006 5604 5604 5604 5604 1 44892 1942.3 5250 5250 6466 6466 6466 6466 All 83751 - 13256 13256 - - - - 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. 9 32 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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 2 Both 19.6 - 406 - 1.0 - 242 - 242 5017 0.08 Line 2 Level 2 Ln2, Lev2 - Both - - 2849 - - - 242 - - 7859 - Wall 2-1 2 Both - - 2849 - 1.0 - 242 - - 7859 - Seg. 1 - Both 87.7 0.0 1600 - 1.0 - 242 - 242 4413 0.36 Seg. 2 - Both 87.7 0.0 504 - 1.0 - 242 - 242 1390 0.36 Seg. 3 - Both 87.7 0.0 745 - 1.0 - 242 - 242 2055 0.36 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln2, Lev1 - Both - - 4597 - - - 353 - - 5743 - Wall 2-2 3^Both - - 4597 - 1.0 - 353 - - 5743 - Seg. 1 - Both 282.9 0.0 1980 - 1.0 - 353 - 353 2474 0.80 Seg. 2 - Both 282.9 0.0 2617 - 1.0 - 353 - 353 3269 0.80 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Line 6 Level 2 Ln6, Lev2 - Both - - 2755 - - - 242 - - 9007 - Wall 6-2 2 Both - - 2755 - 1.0 - 242 - - 9007 - Seg. 1 - Both 74.0 0.0 1387 - 1.0 - 242 - 242 4534 0.31 Seg. 2 - Both 74.0 0.0 1368 - 1.0 - 242 - 242 4473 0.31 Level 1 Ln6, Lev1 - Both - - 4276 - - - 242 - - 9020 - Wall 6-1 2 Both - - 4276 - 1.0 - 242 - - 9020 - Seg. 1 - Both 114.6 0.0 3209 - 1.0 - 242 - 242 6770 0.47 Seg. 2 - Both 101.9 0.0 408 - .89 - 215 - 215 860 0.47 Seg. 3 - Both 114.6 0.0 659 - 1.0 - 242 - 242 1390 0.47 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 2 LnA, Lev2 - Both - - 2925 - - - 456 - - 5027 - Wall A-2 1 Both - - 1297 - 1.0 - 456 - - 2229 - Seg. 1 - Both 198.9 0.0 597 - .75 - 342 - 342 1025 0.58 Seg. 2 - Both 215.4 0.0 700 - .81 - 370 - 370 1203 0.58 Wall A-3 1 Both - - 1127 - 1.0 - 456 - - 1937 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Seg. 2 - Both 265.2 0.0 1127 - 1.0 - 456 - 456 1937 0.58 Wall A-5 1 Both 182.3 - 501 - .69 - 456 - 313 862 0.58 Level 1 LnA, Lev1 - Both - - 4254 - - - 456 - - 5158 - Wall A-2 1^Both - - 1905 - 1.0 - 456 - - 2310 - Seg. 1 - Both 271.4 0.0 882 - .72 - 329 - 329 1070 0.82 Seg. 2 - Both 292.3 0.0 1023 - .78 - 354 - 354 1241 0.82 Wall A-4 1^Both - - 2349 - 1.0 - 456 - - 2848 - Seg. 1 - Both 313.2 0.0 1174 - .83 - 380 - 380 1424 0.82 Seg. 2 - Both 313.2 0.0 1174 - .83 - 380 - 380 1424 0.82 Line B LnB, Lev1 - Both - - 1370 - - - 242 - - 5320 - Wall B-1 2 Both 62.3 - 623 - 1.0 - 242 - 242 2418 0.26 Wall B-2 2 Both 62.3 - 747 - 1.0 - 242 - 242 2902 0.26 Line C Level 2 LnC, Lev2 - Both - - 2679 - - - 242 - - 5561 - Wall C-1 2^Both - - 2679 - 1.0 - 242 - - 5561 - Seg. 1 - Both 116.5 0.0 466 - 1.0 - 242 - 242 967 0.48 Seg. 2 - Both 116.5 0.0 524 - 1.0 - 242 - 242 1088 0.48 Seg. 3 - Both 116.5 0.0 1194 - 1.0 - 242 - 242 2478 0.48 Seg. 4 - Both 116.5 0.0 495 - 1.0 - 242 - 242 1028 0.48 Level 1 LnC, Lev1 - Both - - 3657 - - - 353 - - 6381 - Wall C-1 3 Both - - 3657 - 1.0 - 353 - - 6381 - Seg. 1 - Both 180.0 0.0 720 - .89 - 314 - 314 1257 0.57 Seg. 2 - Both 202.5 0.0 962 - 1.0 - 353 - 353 1679 0.57 Seg. 3 - Both 202.5 0.0 911 - 1.0 - 353 - 353 1590 0.57 Seg. 4 - Both 202.5 0.0 1063 - 1.0 - 353 - 353 1855 0.57 10 33 of 98 WoodWorks® Shearwalls 220279 - LATERAL ANALYSIS A 3 CAR.wsw May. 19, 2022 14:26:26 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. 11 34 of 98 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 8 DF No.2 R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 4 x 8 DF No.2 R7 Passed 1 piece(s) 4 x 8 DF No.2 R8 Passed 1 piece(s) 6 x 10 DF No.2 R9 Passed 1 piece(s) 6 x 8 DF No.2 R10 Passed 1 piece(s) 6 x 8 DF No.2 R11 Passed 1 piece(s) 6 x 8 DF No.2 R12 Passed 1 piece(s) 4 x 8 DF No.2 R13 Passed 1 piece(s) 4 x 12 DF No.2 R14 Passed 1 piece(s) 4 x 12 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 4 x 8 DF No.2 U2 Passed 1 piece(s) 4 x 8 DF No.2 U3 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam U4 Passed 1 piece(s) 4 x 8 DF No.2 U5 Passed 1 piece(s) 4 x 8 DF No.2 U6 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 4 x 12 DF No.2 U9 Passed 1 piece(s) 4 x 10 DF No.2 U10 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U11 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam U12 Passed 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam GT (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam GT2 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam GT3 (FOR REF USE ONLY)Passed 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL GT4 (FOR REF USE ONLY)Passed 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL FJ1(REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC U13 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U14 Passed 1 piece(s) 5 1/2" x 12" 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) 2 x 10 HF No.2 @ 16" OC M3 Passed 1 piece(s) 4 x 12 DF No.2 M4 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M5 Passed 1 piece(s) 4 x 10 HF No.2 M6 Passed 1 piece(s) 4 x 10 HF No.2 220279 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2 File Name: 220279 - BEAM CALCULATIONS Page 1 / 4335 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)179 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 S (All Spans) Shear (lbs)84 @ 8 3/4"3502 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)123 @ 1' 4 1/2"3438 Passed (4%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.001 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"76 103 179 None 2 - Trimmer - HF 1.50"1.50"1.50"76 103 179 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"3'16.2 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 2 / 4336 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)146 @ 0 3281 (1.50")Passed (4%)--1.0 D + 1.0 S (All Spans) Shear (lbs)52 @ 8 3/4"3502 Passed (1%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)82 @ 1' 1 1/2"3438 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.000 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"62 84 146 None 2 - Trimmer - HF 1.50"1.50"1.50"62 84 146 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 3"3'16.2 25.0 Roof OH 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 3 / 4337 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3354 @ 1 1/2"6825 (3.00")Passed (49%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2460 @ 1'6400 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)5877 @ 3' 9"10868 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.087 @ 3' 9"0.242 Passed (L/997)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.145 @ 3' 9"0.363 Passed (L/599)--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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 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 Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None 2 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3355 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 7.7 -- 1 - Uniform (PSF)0 to 7' 6"21' 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 4 / 4338 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2345 @ 0 3281 (1.50")Passed (71%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1694 @ 8 3/4"3502 Passed (48%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3078 @ 2' 7 1/2"3438 Passed (90%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.052 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.086 @ 2' 7 1/2"0.262 Passed (L/734)--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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"934 1411 2345 None 2 - Trimmer - HF 1.50"1.50"1.50"934 1411 2345 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"21' 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 Rush Residential 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 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 5 / 4339 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)277 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)182 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)294 @ 2' 1 1/2"3438 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.003 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.005 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"117 159 276 None 2 - Trimmer - HF 1.50"1.50"1.50"117 159 276 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"3'16.2 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 6 / 4340 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1898 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1247 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2017 @ 2' 1 1/2"3438 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None 2 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"21' 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 Rush Residential 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) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 7 / 4341 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)374 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)279 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)538 @ 2' 10 1/2"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 2' 10 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.018 @ 2' 10 1/2"0.287 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"159 216 375 None 2 - Trimmer - HF 1.50"1.50"1.50"159 216 375 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 9"3'16.2 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 Rush Residential 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) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 8 / 4342 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2173 @ 4"12251 (5.50")Passed (18%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1699 @ 1' 3"6810 Passed (25%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5522 @ 5' 8 3/4"6937 Passed (80%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.133 @ 5' 8 3/4"0.360 Passed (L/977)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.227 @ 5' 8 3/4"0.540 Passed (L/571)--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/360) and TL (L/240). •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - HF 5.50"5.50"1.50"902 1271 2173 None 2 - Column Cap - steel 5.50"5.50"1.50"902 1271 2173 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 5 1/2"N/A 13.2 -- 1 - Uniform (PSF)0 to 11' 5 1/2" (Top)8' 10 1/2"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 Rush Residential 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) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 9 / 4343 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1060 @ 5 1/2"5156 (1.50")Passed (21%)--1.0 D + 1.0 S (All Spans) Shear (lbs)950 @ 1' 1"5376 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3202 @ 6' 6"3706 Passed (86%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.191 @ 6' 6"0.403 Passed (L/760)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.335 @ 6' 6"0.604 Passed (L/433)--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/360) and TL (L/240). •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 Snow Total Accessories 1 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"486 650 1136 See note ¹ 2 - Column Cap - steel 5.50"5.50"1.50"481 637 1118 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger U66 2.00"N/A 8-10d 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)5 1/2" to 12' 10 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 12' 10 1/2" (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 Rush Residential 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 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 10 / 4344 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)976 @ 5' 1 1/2"12251 (5.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1194 @ 1' 1"5376 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1684 @ 1' 8 3/4"3706 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.014 @ 2' 7 1/4"0.160 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.025 @ 2' 7 5/16"0.240 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/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"1.50"631 819 1450 None 2 - Stud wall - HF 5.50"5.50"1.50"428 548 976 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 5 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 5' 5 1/2" (Top)5' 3"18.0 25.0 ROOF 2 - Point (lb)1' 8 3/4" (Top)N/A 486 650 Linked from: R9, 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 Rush Residential 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 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 11 / 4345 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)427 @ 3' 1 1/2"12251 (5.50")Passed (3%)--1.0 D + 1.0 S (All Spans) Shear (lbs)160 @ 1' 1"5376 Passed (3%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)241 @ 1' 8 3/4"3706 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 8 3/4"0.093 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.001 @ 1' 8 3/4"0.140 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/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"1.50"190 238 428 None 2 - Stud wall - HF 5.50"5.50"1.50"190 238 428 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 5 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 3' 5 1/2" (Top)5' 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 Rush Residential 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) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 12 / 4346 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)278 @ 0 3281 (1.50")Passed (8%)--1.0 D + 1.0 S (All Spans) Shear (lbs)213 @ 8 3/4"3502 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)434 @ 3' 1 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"122 156 278 None 2 - Trimmer - HF 1.50"1.50"1.50"122 156 278 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"2'16.2 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 Rush Residential 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, R12 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 13 / 4347 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1501 @ 1 1/2"6563 (3.00")Passed (23%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1266 @ 1' 2 1/4"5434 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5554 @ 7' 11 5/16"7004 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.225 @ 8' 2 3/16"0.542 Passed (L/867)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.399 @ 8' 2 3/16"0.813 Passed (L/488)--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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"652 849 1501 None 2 - Trimmer - HF 3.00"3.00"1.50"586 751 1337 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 6' 3"4' 6"16.8 25.0 LOWER ROOF 2 - Uniform (PSF)6' 3" to 16' 6"3' 6"16.8 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 Rush Residential 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, R13 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 14 / 4348 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2152 @ 0 3281 (1.50")Passed (66%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1598 @ 1' 3/4"5434 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4438 @ 4' 1 1/2"7004 Passed (63%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.048 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.082 @ 4' 1 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"889 1263 2152 None 2 - Trimmer - HF 1.50"1.50"1.50"889 1263 2152 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 3"N/A 10.0 -- 1 - Uniform (PSF)0 to 8' 3"12' 3"16.8 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 Rush Residential 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, R14 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 15 / 4349 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)319 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)176 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)259 @ 1' 7 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' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 7 1/2"0.162 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None 2 - Trimmer - HF 1.50"1.50"1.50"210 65 81 356 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3' 3"2'16.2 -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 Rush Residential 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) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 16 / 4350 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5464 @ 7' 1 1/2"6563 (3.00")Passed (83%)--1.0 D + 0.75 L + 0.75 S (Adj Spans) Shear (lbs)1337 @ 7' 10 1/4"3502 Passed (38%)1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Moment (Ft-lbs)-1076 @ 7' 1 1/2"3384 Passed (32%)1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in)0.005 @ 8' 5 3/4"0.092 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in)0.008 @ 8' 5 7/8"0.138 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (Alt 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). •A 1.6% decrease in the moment capacity has been added to account for lateral stability. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"128 500/-137 41 669/- 137 None 2 - Trimmer - HF 3.00"3.00"1.50"268 1489 -155 1757/- 155 None 3 - Trimmer - HF 3.00"3.00"2.50"2300 1489 2729 6518 None 4 - Trimmer - HF 3.00"3.00"1.50"727 500/-137 801 2028/- 137 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 10'N/A 6.4 ---- 1 - Uniform (PSF)0 to 10'8' 11 1/2"10.0 40.0 -Residential - Living Areas 2 - Uniform (PLF)7' 4" to 10'N/A 80.0 -- 3 - Uniform (PSF)7' 4" to 10'21'16.2 -25.0 Upper Roof 4 - Point (lb)7' 4"N/A 1339 -2016 Linked from: R3, 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 Rush Residential 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 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 17 / 4351 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5680 @ 8' 4 1/2"6825 (3.00")Passed (83%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4468 @ 1' 3"8533 Passed (52%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)12017 @ 4' 1/4"19320 Passed (62%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.091 @ 4' 2 5/8"0.275 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.162 @ 4' 2 11/16"0.412 Passed (L/612)--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). •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 Total Accessories 1 - Trimmer - HF 3.00"3.00"2.20"2115 1523 2342 5980 None 2 - Trimmer - HF 3.00"3.00"2.50"2499 1523 2719 6741 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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 10.2 ---- 1 - Uniform (PSF)0 to 8' 6"8' 11 1/2"10.0 40.0 -FLOOR 2 - Uniform (PLF)2' 6" to 8' 6"N/A 80.0 --WALL 3 - Uniform (PSF)2' 6" to 8' 6"21' 6"16.2 -25.0 ROOF 4 - Uniform (PSF)0 to 8' 6"2'15.0 -25.0 LOWER ROOF 5 - Point (lb)2' 6"N/A 934 -1411 Linked from: R4, 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 Rush Residential 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 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 18 / 4352 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2544 @ 0 3281 (1.50")Passed (78%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1671 @ 8 3/4"3502 Passed (48%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2703 @ 2' 1 1/2"3438 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.028 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.049 @ 2' 1 1/2"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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1116 761 1142 3019 None 2 - Trimmer - HF 1.50"1.50"1.50"1116 761 1142 3019 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 4' 3"8' 11 1/2"10.0 40.0 -floor 2 - Uniform (PLF)0 to 4' 3"N/A 80.0 --wall 3 - Uniform (PSF)0 to 4' 3"21' 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 19 / 4353 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)337 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)158 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)231 @ 1' 4 1/2"3438 Passed (7%)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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"204 73 103 380 None 2 - Trimmer - HF 1.50"1.50"1.50"204 73 103 380 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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' 4"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 9"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 9"3'16.2 -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 Rush Residential 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, U5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 20 / 4354 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6463 @ 9' 2 1/2"12251 (5.50")Passed (53%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4981 @ 8' 1"11660 Passed (43%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)12286 @ 5' 15/16"26400 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.066 @ 4' 10 1/4"0.296 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.122 @ 4' 10 9/16"0.444 Passed (L/875)--1.0 D + 1.0 L (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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • 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 Total Accessories 1 - Stud wall - HF 5.50"5.50"1.98"1767 2649 4416 Blocking 2 - Stud wall - HF 5.50"5.50"2.90"2919 3544 6463 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 9' 6 1/2"N/A 16.0 -- 1 - Uniform (PSF)4' to 9' 6 1/2" (Top)20'10.0 40.0 FLOOR 2 - Uniform (PSF)0 to 4' (Top)11'10.0 40.0 FLOOR 3 - Point (lb)4' (Top)N/A 1059 -F15 (R) 4 - Point (lb)7' 4" (Top)N/A 1926 -F17 (R) 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 Rush Residential 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) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 21 / 4355 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1115 @ 0 3281 (1.50")Passed (34%)--1.0 D + 1.0 L (All Spans) Shear (lbs)615 @ 8 3/4"3045 Passed (20%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)906 @ 1' 7 1/2"2989 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.010 @ 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"335 780 1115 None 2 - Trimmer - HF 1.50"1.50"1.50"335 780 1115 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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"12'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 -WALL 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 22 / 4356 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2668 @ 7' 4"4961 (3.50")Passed (54%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1980 @ 6' 3 1/4"4725 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5204 @ 4' 4"6091 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.030 @ 3' 10 7/16"0.233 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.063 @ 3' 10 3/4"0.350 Passed (L/999+)--1.0 D + 1.0 L (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). •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 Total Accessories 1 - Stud wall - HF 5.50"5.50"1.59"954 1304 2258 Blocking 2 - Stud wall - HF 3.50"3.50"1.88"1192 1476 2668 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 4' 4" (Top)8'10.0 40.0 Residential - Living Areas 2 - Uniform (PSF)4' 4" to 7' 6" (Top)11'10.0 40.0 Residential - Living Areas 3 - Point (lb)4' 4" (Top)N/A 1376 -F15 (L) 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 Rush Residential 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 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 23 / 4357 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3895 @ 5' 11 1/2"6563 (3.00")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2553 @ 5' 3/4"4468 Passed (57%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)3733 @ 3' 1 5/16"5166 Passed (72%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.042 @ 3' 9/16"0.194 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.067 @ 3' 9/16"0.292 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.78"1580 1338 1745 4663 None 2 - Trimmer - HF 3.00"3.00"1.78"1583 1338 1744 4665 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 1"1'15.0 -25.0 LOWER ROOF 2 - Uniform (PLF)0 to 11 1/4"N/A 80.0 --WALL 3 - Uniform (PLF)5' 3/4" to 6' 1"N/A 80.0 --WALL 4 - Uniform (PSF)0 to 11 1/4"21' 6"16.2 -25.0 ROOF 5 - Uniform (PSF)5' 3/4" to 6' 1"21' 6"16.2 -25.0 ROOF 6 - Uniform (PSF)0 to 6' 1"11'10.0 40.0 -OPTIONAL BED 4 LOADING 7 - Point (lb)11 1/4"N/A 756 -1142 Linked from: R6, Support 1 8 - Point (lb)5' 3/4"N/A 756 -1142 Linked from: R6, 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 Rush Residential 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 10 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 24 / 4358 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)8368 @ 13' 1"12251 (5.50")Passed (68%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)6322 @ 1' 5 1/2"11660 Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)20191 @ 6' 8 15/16"26400 Passed (76%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.206 @ 6' 8 1/2"0.425 Passed (L/743)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.437 @ 6' 8 9/16"0.637 Passed (L/350)--1.0 D + 1.0 L (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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 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 Total Accessories 1 - Stud wall - HF 5.50"5.50"3.75"4553 3318 1755 9626 Blocking 2 - Stud wall - HF 5.50"5.50"3.76"4545 3316 1781 9642 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 5"N/A 16.0 ---- 1 - Uniform (PSF)0 to 13' 5" (Top)12'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 10" (Top)N/A 80.0 --WALL 3 - Uniform (PLF)10' 6" to 13' 5" (Top)N/A 80.0 --WALL 4 - Uniform (PSF)0 to 2' 10" (Top)21'16.2 -25.0 ROOF 5 - Uniform (PSF)10' 6" to 13' 5" (Top)21'16.2 -25.0 ROOF 6 - Uniform (PSF)0 to 2' 10" (Top)1' 6"16.2 -25.0 LOWER ROOF 7 - Uniform (PSF)10' 6" to 13' 5" (Top)1' 6"16.2 -25.0 LOWER ROOF 8 - Point (lb)2' 10" (Top)N/A 2355 97 151 Linked from: GT (FOR REF USE ONLY), Support 2 9 - Point (lb)10' 6" (Top)N/A 2355 97 151 Linked from: GT (FOR REF USE ONLY), Support 2 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) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 25 / 4359 of 98 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 Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 26 / 4360 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3247 @ 4"12251 (5.50")Passed (27%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2752 @ 1' 2 1/2"8745 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)8666 @ 6' 9"14850 Passed (58%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.149 @ 6' 8 1/2"0.425 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.501 @ 6' 8 9/16"0.637 Passed (L/305)--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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 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 Total Accessories 1 - Stud wall - HF 5.50"5.50"1.50"2287 634 645 3566 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"2268 633 644 3545 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 5"N/A 12.0 ---- 1 - Uniform (PSF)0 to 13' 5" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PLF)2' 8 1/2" to 10' 8 1/2" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 13' 5" (Top)1' 9"16.2 -25.0 LOWER ROOF 4 - Uniform (PSF)2' 8 1/2" to 10' 8 1/2" (Top)2'15.0 -25.0 ROOF 5 - Point (lb)2' 10" (Top)N/A 1432 97 151 Linked from: GT (FOR REF USE ONLY), Support 1 6 - Point (lb)10' 6" (Top)N/A 1432 97 151 Linked from: GT (FOR REF USE ONLY), 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 Rush Residential 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 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 27 / 4361 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7295 @ 5 1/2"7295 (2.04")Passed (100%)--1.0 D + 1.0 L (All Spans) Shear (lbs)6449 @ 18' 2"16033 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)37978 @ 9' 7 13/16"48438 Passed (78%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.424 @ 10' 3/4"0.640 Passed (L/544)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.673 @ 10' 1/2"0.960 Passed (L/342)--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). •Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 19' 2 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • 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 Total Accessories 1 - Hanger on HF studWall 5.50"Hanger¹2.04"2824 4753 690 8267 See note ¹ 2 - Stud wall - HF 5.50"5.50"3.52"2835 5003 652 8490 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A •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 20'N/A 22.1 ---- 1 - Uniform (PSF)0 to 8' (Top)10'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 8' (Top)2'16.8 -25.0 LOWER ROOF 3 - Uniform (PLF)0 to 8' (Top)N/A 80.0 --WALL 4 - Point (lb)8' (Top)N/A 579 670 276 Linked from: GT2 (FOR REF USE ONLY), Support 1 5 - Uniform (PLF)8' to 20' (Top)N/A 245.0 490.5 55.5 Linked from: FJ1 (REF ONLY), Support 1 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) 5 1/2" x 16 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 28 / 4362 of 98 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 Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 29 / 4363 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2383 @ 1' 11 1/2"3413 (1.50")Passed (70%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2170 @ 1' 5 1/2"3339 Passed (65%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)1200 @ 1' 5"3780 Passed (32%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 1' 1 11/16"0.050 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 1 11/16"0.075 Passed (L/999+)--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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 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. • 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 Total Accessories 1 - Hanger on 6" DF beam 5.50"Hanger¹1.50"1432 97 151 1680 See note ¹ 2 - Hanger on 6" GLB beam 5.50"Hanger¹1.50"2355 97 151 2603 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A •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 1' 11 1/2"N/A 5.1 ---- 1 - Uniform (PSF)0 to 2' 5" (Top)2'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 5" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 2' 5" (Top)5'18.0 -25.0 ROOF 4 - Point (lb)1' 5" (Top)N/A 3320 --E1 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 Rush Residential 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, GT (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 30 / 4364 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)756 @ 20' 5 1/2"3413 (1.50")Passed (22%)--1.0 D + 1.0 L (Alt Spans) Shear (lbs)716 @ 2' 8 1/2"5565 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)3458 @ 11' 3 3/4"9450 Passed (37%)1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs)-597 @ 1' 8 3/4"7610 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.434 @ 11' 1 1/8"0.624 Passed (L/518)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.565 @ 11' 2 1/16"0.936 Passed (L/398)--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). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 3 1/2". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 8 1/16". •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. • 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 Total Accessories 1 - Beam - GLB 5.50"5.50"1.50"579 670 276 1525 Blocking 2 - Hanger on 9" GLB beam 5.50"Hanger¹1.50"201 589 -14 790/-14 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS48 2.00"N/A 6-10dx1.5 4-10d •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)0 to 20' 5 1/2"N/A 7.7 ---- 1 - Uniform (PSF)0 to 20' 11" (Top)1' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 1' 6" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 1' 6" (Top)7'18.0 -25.0 ROOF 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, GT2 (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 31 / 4365 of 98 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 Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 32 / 4366 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)680 @ 5 1/2"1969 (1.50")Passed (35%)--1.0 D + 1.0 L (All Spans) Shear (lbs)426 @ 1' 2 3/4"3076 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)701 @ 2' 6 1/4"5602 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.011 @ 2' 6 1/4"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.014 @ 2' 6 1/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (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). • 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 Total Accessories 1 - Hanger on 9 1/4" DF beam 5.50"Hanger¹1.50"174 655 829 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.50"167 623 790 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUS1.81/10 3.00"N/A 30-10dx1.5 10-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)5 1/2" to 4' 9 3/4"N/A 4.7 -- 1 - Uniform (PSF)0 to 4' 11" (Top)6' 6"10.0 40.0 Residential - Living Areas 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 Rush Residential 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, GT3 (FOR REF USE ONLY) 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 33 / 4367 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1170 @ 4' 5 1/2"1969 (1.50")Passed (59%)--1.0 D + 1.0 L (All Spans) Shear (lbs)733 @ 3' 8 1/4"3076 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1206 @ 2' 4 3/4"5602 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.020 @ 2' 4 3/4"0.138 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.025 @ 2' 4 3/4"0.206 Passed (L/999+)--1.0 D + 1.0 L (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). • 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 Total Accessories 1 - Stud wall - DF 5.50"4.25"1.50"280 1078 1358 1 1/4" Rim Board 2 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"293 1134 1427 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HUS1.81/10 3.00"N/A 30-10dx1.5 10-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 5 1/2"N/A 4.7 -- 1 - Uniform (PSF)0 to 4' 11" (Front)11' 3"10.0 40.0 Residential - Living Areas 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 Rush Residential 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, GT4 (FOR REF USE ONLY) 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 34 / 4368 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)990 @ 22' 1/2"1505 (3.50")Passed (66%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)1005 @ 2' 5 1/2"2425 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4640 @ 12' 4 7/8"9465 Passed (49%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.257 @ 12' 1 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.304 @ 12' 2 3/4"0.991 Passed (L/783)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 45 40 Passed ---- System : Floor Member Type : Joist 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. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • 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 Total Accessories 1 - Beam - GLB 5.50"5.50"3.50"490 981 111 1582 Blocking 2 - Stud wall - HF 5.50"4.25"1.75"178 823/-2 -11 1001/- 13 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)9' 7" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 22' 5"24"10.0 40.0 -FLOOR 2 - Point (lb)0 N/A 30 -50 ROOF 3 - Point (lb)0 N/A 30 -50 LOWER ROOF 4 - Point (lb)0 N/A 160 --WALL 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 Rush Residential 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, FJ1(REF ONLY) 1 piece(s) 18" TJI® 360 @ 24" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 35 / 4369 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5863 @ 11' 2 1/2"12251 (5.50")Passed (48%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4382 @ 1' 5 1/2"11660 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)15020 @ 5' 9 1/4"26400 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.177 @ 5' 9 1/4"0.363 Passed (L/739)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.224 @ 5' 9 1/4"0.544 Passed (L/582)--1.0 D + 1.0 L (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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 10 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • 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 Total Accessories 1 - Column Cap - steel 5.50"5.50"1.64"1247 4617 5864 Blocking 2 - Stud wall - HF 5.50"5.50"2.63"1247 4617 5864 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 11' 6 1/2"N/A 16.0 -- 1 - Uniform (PSF)0 to 11' 6 1/2" (Top)20'10.0 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 Rush Residential 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) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 36 / 4370 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)10894 @ 4"19663 (5.50")Passed (55%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4739 @ 1' 5 1/2"11660 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)13889 @ 8' 2 9/16"30360 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.189 @ 8' 11 1/2"0.575 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.534 @ 8' 9 1/16"0.863 Passed (L/388)--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). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 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 Total Accessories 1 - Column Cap - steel 5.50"5.50"3.05"9546 717 1082 11345 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"1860 717 897 3474 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 17' 11"N/A 16.0 ---- 1 - Uniform (PSF)0 to 17' 11" (Top)1'16.8 -25.0 LOWER ROOF 2 - Uniform (PLF)0 to 17' 11" (Top)N/A 80.0 --WALL 3 - Uniform (PSF)0 to 17' 11" (Top)2'10.0 40.0 -FLOOR 4 - Uniform (PSF)10" to 17' 11" (Top)3'16.2 -25.0 ROOF 5 - Point (lb)10" (Top)N/A 8031 --C1 6 - Uniform (PSF)0 to 10" (Top)12'16.2 -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 Rush Residential 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, U14 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 37 / 4371 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1470 @ 2"7656 (3.50")Passed (19%)--1.0 D + 1.0 L (All Spans) Shear (lbs)956 @ 1' 3/4"3885 Passed (25%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1997 @ 3' 1/2"4492 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.025 @ 3' 1/2"0.192 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.032 @ 3' 1/2"0.287 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.50"3.50"1.50"314 1156 1470 None 2 - Column - HF 3.50"3.50"1.50"314 1156 1470 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 1"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 1" (Top)9' 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 38 / 4372 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)358 @ 2 1/2"2126 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans) Shear (lbs)288 @ 1' 3/4"1388 Passed (21%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)890 @ 5' 4 1/2"1917 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.106 @ 5' 4 1/2"0.344 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.133 @ 5' 4 1/2"0.517 Passed (L/932)--1.0 D + 1.0 L (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). •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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Beam - DF 3.50"3.50"1.50"72 287 359 Blocking 2 - Beam - DF 3.50"3.50"1.50"72 287 359 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 10' 9"16"10.0 40.0 Residential - Living Areas 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 Rush Residential 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) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 39 / 4373 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3353 @ 2"7656 (3.50")Passed (44%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2101 @ 1' 2 3/4"4725 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4974 @ 3' 3 1/2"6091 Passed (82%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.038 @ 3' 3 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.053 @ 3' 3 1/2"0.313 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). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.50"3.50"1.53"934 2419 3353 None 2 - Column - HF 3.50"3.50"1.53"934 2419 3353 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 7"N/A 10.0 -- 1 - Uniform (PSF)0 to 6' 7" (Top)7'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 6' 7" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 6' 7" (Top)11' 4 1/2"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 Rush Residential 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 12 DF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 40 / 4374 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)534 @ 5 1/2"911 (1.50")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)435 @ 1' 2 3/4"1388 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1374 @ 5' 10 5/8"1917 Passed (72%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.206 @ 5' 10 5/8"0.362 Passed (L/631)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.239 @ 5' 10 5/8"0.543 Passed (L/545)--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). •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 Total Accessories 1 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"78 471 196 745 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.50"77 464 193 734 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5 •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 11' 8 1/4"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 Rush Residential 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) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 41 / 4375 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1340 @ 3 1/2"2126 (1.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)977 @ 1' 3/4"3238 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2109 @ 3' 7 1/4"4242 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.049 @ 3' 7 1/4"0.221 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.058 @ 3' 7 1/4"0.331 Passed (L/999+)--1.0 D + 0.75 L + 0.75 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). •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 Total Accessories 1 - Hanger on 9 1/4" HF beam 3.50"Hanger¹1.50"221 1162 484 1867 See note ¹ 2 - Column Cap - steel 3.50"3.50"1.50"216 1122 468 1806 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HUC48 2.50"N/A 10-16d 4-10d •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 7' 1"N/A 8.2 ---- 1 - Uniform (PSF)0 to 7' 1" (Top)5' 4 1/2"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 Rush Residential 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 HF No.2 ForteWEB Software Operator Job Notes 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 42 / 4376 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1380 @ 3 1/2"2126 (1.50")Passed (65%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)981 @ 1' 3/4"3238 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2008 @ 3' 4 1/4"4242 Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.040 @ 3' 4 1/4"0.204 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.048 @ 3' 4 1/4"0.306 Passed (L/999+)--1.0 D + 0.75 L + 0.75 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). •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 Total Accessories 1 - Hanger on 9 1/4" HF beam 3.50"Hanger¹1.50"226 1208 503 1937 See note ¹ 2 - Column Cap - steel 3.50"3.50"1.50"220 1163 484 1867 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points 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 •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 6' 7"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 7" (Top)6'10.0 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 Rush Residential 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 5/19/2022 9:36:00 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220279 - BEAM CALCULATIONS Page 43 / 4377 of 98 78 of 98 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 = 79 of 98 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 80 of 98 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 = 81 of 98 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 82 of 98 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 = 83 of 98 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 84 of 98 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 = 85 of 98 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 86 of 98 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 = 87 of 98 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 88 of 98 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 . 89 of 98 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 90 of 98 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 . 91 of 98 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 92 of 98 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 93 of 98 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. 94 of 98 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 95 of 98 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. 96 of 98 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 97 of 98 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. 98 of 98