The URL can be used to link to this page

MM 4 ENGINEERING CALCULATIONS2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH CONSTRUCTION PLAN: VISTA SITE CRITERIA DESIGN WIND SPEED WIND (IBC) 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 PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 12" 0.4659 1.2869 VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES APPROX. ELEVATION 350 FT John Hodge, P.E. 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 220280 DATE 05.20.22 SITE: PARCEL: 22730220600 YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY Digitally signed by John Hodge Date: 2022.05.20 07:46:22 -07'00' COPYRIGHT ©2011 HODGE ENGINEERING, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER JAC 1%-23-070 JITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY 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 83 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 83 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: Vista – Lot 4 Job: 220280 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 83 4 of 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - LATERAL ANALYSIS.wsw May 20, 2022 07:20:46 -3.33'-1.67'0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 45' 46.67' 48.33' 50' 51.67' 53.33' 55' 56.67' F-1 4-1B-11-2A-13-1B-2 2-1E-13-22-2D-1 4-34-2C-1 1-13880329764559948866159963051958636455995419488661650859954196305193343334333433343306429812981327967364064964967322162028187164064928882669187164934315808305808309325808708307377531646870580830737932753714941482482 33411942194234361942343619421925147412366412644147656412644366438412Loads: 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - LATERAL ANALYSIS.wsw May 20, 2022 07:20:46 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 45' 46.67' 48.33' 50' 51.67' 53.33' 55' 56.67' F-1 4-1B-11-1B-2 2-1C-1 3-14-34-2906645599630661645599630661271633433343235567364064967364064924975808309325808309322407194219421072366412366412 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - LATERAL ANALYSIS.wsw May 20, 2022 07:20:46 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 45' 46.67' 48.33' 50' 51.67' 53.33' 55' 56.67' F-1 4-1B-11-2A-13-1B-2 2-1E-13-22-2D-1 4-34-2C-1 1-13840 380399329657740938060793094197238380631239932928632863286328634008400839003900294229424504284344344501988182016794284342438224816794342953 295342961442974961463564813037494546496357296486141567156780280236033603182137061821370619011291129143284440234432208316234Loads: 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - LATERAL ANALYSIS.wsw May 20, 2022 07:20:46 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 45' 46.67' 48.33' 50' 51.67' 53.33' 55' 56.67' F-1 4-1B-11-1B-2 2-1C-1 3-14-34-2574 5744093803994194093803994192326232628632863157415744504284344504284341953429614689454649729235718211901608608208234208234 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 Project Information DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.17 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 Equation 4.3-5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 3-term from SDPWS 4.3-1 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 0.214s 0.214s Approximate Ta 0.214s 0.214s Maximum T 0.299s 0.299s 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 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 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 =0.00 19.25 North Side 30.3 1.00 Extent X,Y =40.25 34.75 South Side 30.3 1.00 Ridge Y Location, Offset 36.63 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 31.42 10.13 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =-0.10 11.83 North Joined 149.8 0.69 Extent X,Y =28.58 7.42 South Gable 90.0 0.69 Ridge X Location, Offset 14.19 0.00 East Side 33.5 1.00 Ridge Elevation, Height 30.75 9.46 West Side 33.5 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 7.00 North Joined 90.0 1.00 Extent X,Y =18.00 4.83 South Gable 90.0 1.00 Ridge X Location, Offset 9.00 0.00 East Side 33.5 1.00 Ridge Elevation, Height 27.25 5.96 West Side 33.5 1.00 Block 4 2 Story N-S Ridge Location X,Y =18.25 9.17 North Joined 90.0 1.00 Extent X,Y =10.25 2.66 South Hip 50.0 0.49 Ridge X Location, Offset 23.38 0.00 East Side 30.3 1.00 Ridge Elevation, Height 24.28 2.99 West Side 30.3 1.00 Block 5 1 Story N-S Ridge Location X,Y =28.75 0.00 North Joined 90.0 1.00 Extent X,Y =11.25 19.25 South Gable 90.0 1.00 Ridge X Location, Offset 28.75 -5.62 East Side 33.0 1.00 Ridge Elevation, Height 20.60 7.31 West Side 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.00 3.92 North Side 90.0 1.00 Extent X,Y =19.00 3.42 South Side 26.5 1.00 Ridge Y Location, Offset 7.34 1.71 East Gable 90.0 1.00 Ridge Elevation, Height 15.00 1.71 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =19.00 2.00 North Gable 90.0 0.00 Extent X,Y =9.67 7.00 South Gable 90.0 1.00 Ridge X Location, Offset 28.67 4.84 East Side 90.0 1.00 Ridge Elevation, Height 19.57 6.28 West Side 33.0 1.00 Block 8 1 Story N-S Ridge Location X,Y =27.00 54.00 North Gable 90.0 1.00 Extent X,Y =13.00 5.00 South Joined 90.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 18.4 1.00 Ridge Elevation, Height 23.45 2.16 West Side 18.4 1.00 2 10 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 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 No.2 1.50 6.00 16 0.43 1.30 2 Hem-Fir No.2 1.50 6.00 16 0.43 1.30 3 Hem-Fir No.2 1.50 6.00 16 0.43 1.30 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 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 1 0.00 7.08 54.00 46.92 35.92 - 8.00 Wall 1-1 Seg 1 0.00 7.08 54.00 46.92 35.92 - - Segment 1 -- 7.08 13.08 6.00 - 1.33 - Opening 1 -- 13.08 19.58 6.50 - - 8.00 Segment 2 -- 19.58 31.58 12.00 - 0.67 - Opening 2 -- 31.58 36.08 4.50 - - 8.00 Segment 3 -- 36.08 54.00 17.92 - 0.45 - Level 1 Line 1 1 0.00 5.08 54.00 48.92 42.92 - 9.00 Wall 1-1 Seg 1 0.00 5.08 22.50 17.42 17.42 0.52 - Wall 1-2 Seg 1 0.00 22.50 54.00 31.50 25.50 - - Segment 1 -- 22.50 37.08 14.58 - 0.62 - Opening 1 -- 37.08 40.08 3.00 - - 8.00 Segment 2 -- 40.08 46.83 6.75 - 1.33 - Opening 2 -- 46.83 49.83 3.00 - - 8.00 Segment 3 -- 49.83 54.00 4.17 - 2.16 - Line 2 Level 2 Line 2 NSW 19.50 5.08 27.00 21.92 0.00 - 8.00 Wall 2-1 NSW 18.17 7.08 9.00 1.92 0.00 1.00 - Level 1 Line 2 1 19.50 9.00 54.00 45.00 17.83 - 9.00 Wall 2-1 NSW 19.50 5.08 9.00 3.92 0.00 1.00 - Wall 2-2 Seg 1 19.50 9.17 27.00 17.83 17.83 0.50 - Line 3 Level 2 Line 3 Seg 1 28.50 9.00 54.00 45.00 10.17 - 8.00 Wall 3-1 Seg 1 28.50 9.00 19.17 10.17 10.17 0.79 - Level 1 Line 3 3 27.57 0.00 54.00 54.00 9.00 - 9.00 Wall 3-1 Seg 3 28.00 0.00 9.00 9.00 9.00 1.00 - Wall 3-2 Seg 3 27.17 44.33 54.00 9.67 0.00 - - Segment 1 -- 44.33 45.00 0.67 - 13.50 - Opening 1 -- 45.00 52.92 7.92 - - 8.00 Segment 2 -- 52.92 54.00 1.08 - 8.31 - Line 4 Level 2 Line 4 1 40.00 19.17 54.00 34.83 21.67 - 8.00 Wall 4-1 NSW 40.00 19.17 25.33 6.17 0.00 - - Segment 1 -- 19.17 21.17 2.00 - - - Opening 1 -- 21.17 25.17 4.00 - - 8.00 Segment 2 -- 25.17 25.33 0.17 - - - Wall 4-2 NSW 40.00 25.33 27.33 2.00 0.00 1.00 - Wall 4-3 Seg 1 40.00 27.33 54.00 26.67 21.67 - - Segment 1 -- 27.33 30.67 3.33 - 2.40 - Opening 1 -- 30.67 35.67 5.00 - - 8.00 Segment 2 -- 35.67 54.00 18.33 - 0.44 - Level 1 Line 4 1 40.00 0.00 44.33 44.33 27.25 - 9.00 Wall 4-1 Seg 1 40.00 0.00 19.33 19.33 19.33 0.47 - Wall 4-2 NSW 40.00 19.33 27.00 7.67 0.00 1.00 - Wall 4-3 Seg 1 40.00 27.00 44.33 17.33 7.92 - - Segment 1 -- 27.00 28.75 1.75 - 5.14 - Opening 1 -- 28.75 31.75 3.00 - - 8.00 Segment 2 -- 31.75 39.67 7.92 - 1.14 - Opening 2 -- 39.67 42.58 2.92 - - 8.00 Segment 3 -- 42.58 44.33 1.75 - 5.14 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 0.00 28.00 40.00 12.00 0.00 - 9.00 Wall A-1 NSW 0.00 28.00 40.00 12.00 0.00 - - Segment 1 -- 28.00 30.00 2.00 - - - Opening 1 -- 30.00 38.00 8.00 - - 8.00 Segment 2 -- 38.00 40.00 2.00 - - - Line B Level 2 4 12 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line B 1 7.78 0.00 28.50 28.50 12.42 - 8.00 Wall B-1 Seg 1 7.08 0.00 18.17 18.17 6.08 - - Segment 1 -- 0.00 3.17 3.17 - 2.53 - Opening 1 -- 3.17 8.17 5.00 - - 8.00 Segment 2 -- 8.17 10.25 2.08 - 3.84 - Opening 2 -- 10.25 15.25 5.00 - - 8.00 Segment 3 -- 15.25 18.17 2.92 - 2.74 - Wall B-2 Seg 1 9.00 18.17 28.50 10.33 6.33 - - Segment 1 -- 18.17 21.25 3.08 - 2.59 - Opening 1 -- 21.25 25.25 4.00 - - 8.00 Segment 2 -- 25.25 28.50 3.25 - 2.46 - Level 1 Line B 2 5.08 0.00 19.50 19.50 5.75 - 9.00 Wall B-1 Seg 2 5.08 0.00 19.50 19.50 5.75 - - Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 16.75 13.75 - - 8.00 Segment 2 -- 16.75 19.50 2.75 - 3.27 - Wall B-2 NSW 9.00 19.50 28.00 8.50 0.00 - - Segment 1 -- 19.50 21.08 1.58 - - - Opening 1 -- 21.08 26.50 5.42 - - 8.00 Segment 2 -- 26.50 28.00 1.50 - - - Line C Level 2 Line C 3 19.17 0.00 40.00 40.00 6.75 - 8.00 Wall C-1 Seg 3 19.17 28.50 40.00 11.50 6.75 - - Segment 1 -- 28.50 35.25 6.75 - 1.19 - Opening 1 -- 35.25 38.25 3.00 - - 8.00 Segment 2 -- 38.25 40.00 1.75 - 4.57 - Level 1 Line C NSW 19.17 28.50 40.00 11.50 0.00 - 9.00 Wall C-1 NSW 19.25 32.33 40.00 7.67 0.00 1.00 - Line D Level 1 Line D Seg 3 27.00 0.00 40.00 40.00 9.50 - 9.00 Wall D-1 Seg 3 27.00 10.00 19.50 9.50 9.50 0.95 - Line E Level 1 Line E 44.33 27.17 40.00 12.83 0.00 - 9.00 Wall E-1 NSW 44.33 27.17 40.00 12.83 0.00 - - Segment 1 -- 27.17 28.75 1.58 - - - Opening 1 -- 28.75 38.08 9.33 - - 8.00 Segment 2 -- 38.08 40.00 1.92 - - - Line F Level 2 Line F 1 54.00 0.00 40.00 40.00 29.92 - 8.00 Wall F-1 Seg 1 54.00 0.00 40.00 40.00 29.92 - - Segment 1 -- 0.00 4.25 4.25 - 1.88 - Opening 1 -- 4.25 9.25 5.00 - - 8.00 Segment 2 -- 9.25 31.08 21.83 - 0.37 - Opening 2 -- 31.08 36.17 5.08 - - 8.00 Segment 3 -- 36.17 40.00 3.83 - 2.09 - Level 1 Line F 1 54.00 0.00 27.17 27.17 14.92 - 9.00 Wall F-1 Seg 1 54.00 0.00 27.17 27.17 14.92 - - Segment 1 -- 0.00 7.25 7.25 - 1.24 - Opening 1 -- 7.25 9.25 2.00 - - 8.00 Segment 2 -- 9.25 13.25 4.00 - 2.25 - Opening 2 -- 13.25 23.50 10.25 - - 8.00 Segment 3 -- 23.50 27.17 3.67 - 2.45 - 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 5 13 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 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 Under-capacity hold-downs were found on the following walls: Level 1: B-1 Seismic Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: B-1 Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 14 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - S->N - - 1953 - - - 339 - - 12159 - - N->S - - 1846 - - - 339 - - 12159 - Wall 1-1 1 S->N - - 1953 - 1.0 - 339 - - 12159 - 1 N->S - - 1846 - 1.0 - 339 - - 12159 - Seg. 1 - S->N 54.4 0.0 326 - 1.0 - 339 - 339 2031 0.16 - N->S 51.4 0.0 308 - 1.0 - 339 - 339 2031 0.15 Seg. 2 - S->N 54.4 0.0 652 - 1.0 - 339 - 339 4062 0.16 - N->S 51.4 0.0 617 - 1.0 - 339 - 339 4062 0.15 Seg. 3 - S->N 54.4 0.0 974 - 1.0 - 339 - 339 6065 0.16 - N->S 51.4 0.0 921 - 1.0 - 339 - 339 6065 0.15 Level 1 Ln1, Lev1 - Both - - 2953 - - - 339 - - 14424 - Wall 1-1 1 Both 69.3 - 1207 - 1.0 - 339 - 339 5896 0.20 Wall 1-2 1 Both - - 1746 - 1.0 - 339 - - 8528 - Seg. 1 - Both 69.3 0.0 1011 - 1.0 - 339 - 339 4937 0.20 Seg. 2 - Both 69.3 0.0 468 - 1.0 - 339 - 339 2285 0.20 Seg. 3 - Both 64.2 0.0 267 - .93 - 313 - 313 1306 0.20 Line 2 Ln2, Lev1 - Both - - 1567 - - - 339 - - 6037 - Wall 2-2 1 Both 87.9 - 1567 - 1.0 - 339 - 339 6037 0.26 Line 3 Level 2 Ln3, Lev2 - S->N - - 2357 - - - 339 - - 3442 - - N->S - - 2257 - - - 339 - - 3442 - Wall 3-1 1 S->N 231.8 - 2357 - 1.0 - 339 - 339 3442 0.68 1 N->S 222.0 - 2257 - 1.0 - 339 - 339 3442 0.66 Level 1 Ln3, Lev1 - Both - - 3603 - - - 638 - - 5742 - Wall 3-1 3 Both 400.4 - 3603 - 1.0 - 638 - 638 5742 0.63 Wall 3-2 3 Both 0.0 - 0 - 1.0 - 638 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 608 - - - 339 - - 7147 - Wall 4-3 1 Both - - 608 - 1.0 - 339 - - 7147 - Seg. 1 - Both 24.0 0.0 80 - .83 - 282 - 282 940 0.09 Seg. 2 - Both 28.8 0.0 528 - 1.0 - 339 - 339 6206 0.09 Level 1 Ln4, Lev1 - Both - - 1291 - - - 339 - - 9225 - Wall 4-1 1 Both 47.4 - 916 - 1.0 - 339 - 339 6545 0.14 Wall 4-3 1 Both - - 375 - 1.0 - 339 - - 2680 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 47.4 0.0 375 - 1.0 - 339 - 339 2680 0.14 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line B Level 2 LnB, Lev2 - Both - - 574 - - - 339 - - 3267 - Wall B-1 1 Both - - 276 - 1.0 - 339 - - 1569 - Seg. 1 - Both 47.1 0.0 149 - .79 - 268 - 268 849 0.18 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 3 - Both 43.4 0.0 127 - .73 - 247 - 247 720 0.18 Wall B-2 1 Both - - 298 - 1.0 - 339 - - 1698 - Seg. 1 - Both 45.9 0.0 141 - .77 - 261 - 261 805 0.18 Seg. 2 - Both 48.3 0.0 157 - .81 - 275 - 275 894 0.18 Level 1 LnB, Lev1 - W->E - - 3840 - - 638 638 - A - 4696 - - E->W - - 3698 - - 638 638 - A - 4696 - Wall B-1 2 W->E - - 3840 1.01.0 638 638 - - 4696 - 2 E->W - - 3698 1.01.0 638 638 - - 4696 - Seg. 1 - W->E 695.5 1149470 244864. 0 2087 .67 .67 425 425 - 851 2552 0.82 7 15 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 SHEAR RESULTS (flexible wind design, continued) - E->W 669.9 1149470 244864. 0 2010 .67 .67 425 425 - 851 2552 0.79 Seg. 2 - W->E 637.5 1149470 244864. 0 1753 .61.61 390 390 - 780 2144 0.82 - E->W 614.1 1149470 244864. 0 1689 .61.61 390 390 - 780 2144 0.79 Line C Level 2 LnC, Lev2 - Both - - 2326 - - - 638 - - 4306 - Wall C-1 3 Both - - 2326 - 1.0 - 638 - - 4306 - Seg. 1 - Both 344.6 0.0 2326 - 1.0 - 638 - 638 4306 0.54 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Line D Level 1 LnD, Lev1 - Both - - 4008 - - - 638 - - 6061 - Wall D-1 3 Both 421.9 - 4008 - 1.0 - 638 - 638 6061 0.66 Line F Level 2 LnF, Lev2 - Both - - 1574 - - - 339 - - 10073 - Wall F-1 1 Both - - 1574 - 1.0 - 339 - - 10073 - Seg. 1 - Both 52.9 0.0 225 - 1.0 - 339 - 339 1439 0.16 Seg. 2 - Both 52.9 0.0 1155 - 1.0 - 339 - 339 7391 0.16 Seg. 3 - Both 50.7 0.0 194 - .96 - 324 - 324 1244 0.16 Level 1 LnF, Lev1 - Both - - 2942 - - - 339 - - 4669 - Wall F-1 1 Both - - 2942 - 1.0 - 339 - - 4669 - Seg. 1 - Both 213.3 0.0 1546 - 1.0 - 339 - 339 2454 0.63 Seg. 2 - Both 189.6 0.0 758 - .89 - 301 - 301 1204 0.63 Seg. 3 - Both 173.8 0.0 637 - .81 - 276 - 276 1011 0.63 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 Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "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 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 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 41702 1717.9 8537 8537 6025 6025 6025 6025 1 45019 1860.3 5231 5231 6504 13294 6504 6504 All 86720 - 13769 13769 - - - - 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 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 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 - - 2497 - - - 242 - - 8685 - Wall 1-1 1 Both - - 2497 - 1.0 - 242 - - 8685 - Seg. 1 - Both 69.5 0.0 417 - 1.0 - 242 - 242 1451 0.29 Seg. 2 - Both 69.5 0.0 834 - 1.0 - 242 - 242 2902 0.29 Seg. 3 - Both 69.5 0.0 1246 - 1.0 - 242 - 242 4332 0.29 Level 1 Ln1, Lev1 - Both - - 3431 - - - 242 - - 10303 - Wall 1-1 1 Both 80.5 - 1403 - 1.0 - 242 - 242 4211 0.33 Wall 1-2 1 Both - - 2029 - 1.0 - 242 - - 6091 - Seg. 1 - Both 80.5 0.0 1174 - 1.0 - 242 - 242 3526 0.33 Seg. 2 - Both 80.5 0.0 544 - 1.0 - 242 - 242 1632 0.33 Seg. 3 - Both 74.6 0.0 311 - .93 - 224 - 224 933 0.33 Line 2 Ln2, Lev1 - Both - - 941 - - - 242 - - 4312 - Wall 2-2 1 Both 52.8 - 941 - 1.0 - 242 - 242 4312 0.22 Line 3 Level 2 Ln3, Lev2 - Both - - 2407 - - - 242 - - 2458 - Wall 3-1 1 Both 236.8 - 2407 - 1.0 - 242 - 242 2458 0.98 Level 1 Ln3, Lev1 - Both - - 3341 - - - 456 - - 4101 - Wall 3-1 3 Both 371.2 - 3341 - 1.0 - 456 - 456 4101 0.81 Wall 3-2 3 Both 0.0 - 0 - 1.0 - 456 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1072 - - - 242 - - 5105 - Wall 4-3 1 Both - - 1072 - 1.0 - 242 - - 5105 - Seg. 1 - Both 42.3 0.0 141 - .83 - 202 - 202 672 0.21 Seg. 2 - Both 50.8 0.0 931 - 1.0 - 242 - 242 4433 0.21 Level 1 Ln4, Lev1 - Both - - 1925 - - - 242 - - 6589 - Wall 4-1 1 Both 70.6 - 1366 - 1.0 - 242 - 242 4675 0.29 Wall 4-3 1 Both - - 559 - 1.0 - 242 - - 1914 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 70.6 0.0 559 - 1.0 - 242 - 242 1914 0.29 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line B Level 2 LnB, Lev2 - Both - - 906 - - - 242 - - 2334 - Wall B-1 1 Both - - 435 - 1.0 - 242 - - 1120 - Seg. 1 - Both 74.3 0.0 235 - .79 - 191 - 191 606 0.39 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 3 - Both 68.4 0.0 200 - .73 - 176 - 176 514 0.39 Wall B-2 1 Both - - 471 - 1.0 - 242 - - 1213 - Seg. 1 - Both 72.3 0.0 223 - .77 - 186 - 186 575 0.39 Seg. 2 - Both 76.2 0.0 248 - .81 - 196 - 196 639 0.39 Level 1 LnB, Lev1 - Both - - 3297 - - 456 456 - A - 3354 - Wall B-1 2^Both - - 3297 1.01.0 456 456 - - 3354 - Seg. 1 - Both 597.2 1149470 244864. 0 1791 .67.67 304 304 - 608 1823 0.98 Seg. 2 - Both 547.4 1149470 244864. 0 1505 .61.61 278 278 - 557 1532 0.98 Line C Level 2 LnC, Lev2 - Both - - 2716 - - - 456 - - 3076 - Wall C-1 3^Both - - 2716 - 1.0 - 456 - - 3076 - Seg. 1 - Both 402.4 0.0 2716 - 1.0 - 456 - 456 3076 0.88 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Line D Level 1 LnD, Lev1 - Both - - 3064 - - - 456 - - 4329 - Wall D-1 3 Both 322.5 - 3064 - 1.0 - 456 - 456 4329 0.71 10 18 of 83 WoodWorks® Shearwalls 220280 - LATERAL ANALYSIS.wsw May. 20, 2022 07:24:25 SHEAR RESULTS (flexible seismic design, continued) Line F Level 2 LnF, Lev2 - Both - - 2355 - - - 242 - - 7195 - Wall F-1 1 Both - - 2355 - 1.0 - 242 - - 7195 - Seg. 1 - Both 79.1 0.0 336 - 1.0 - 242 - 242 1028 0.33 Seg. 2 - Both 79.1 0.0 1728 - 1.0 - 242 - 242 5279 0.33 Seg. 3 - Both 75.8 0.0 291 - .96 - 232 - 232 888 0.33 Level 1 LnF, Lev1 - Both - - 3279 - - - 242 - - 3335 - Wall F-1 1^Both - - 3279 - 1.0 - 242 - - 3335 - Seg. 1 - Both 237.7 0.0 1723 - 1.0 - 242 - 242 1753 0.98 Seg. 2 - Both 211.3 0.0 845 - .89 - 215 - 215 860 0.98 Seg. 3 - Both 193.7 0.0 710 - .81 - 197 - 197 722 0.98 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 Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - 3RD CAR LATERAL ANALYSIS.wsw May 20, 2022 07:13:34 -11.67'-10'-8.33'-6.67'-5'-3.33'-1.67'0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' 53.33' 55' 56.67' F-1 5-1B-12-1A-14-1B-2 3-1E-14-23-2D-1 5-35-2C-2 1-1C-1 24692785280264364827515066422785280264364827516455043727335433863354338676874774733226772076213821516456822753278321516823431801803654589843131213392318589843131294613391372956489489 339234891972348919721941649173662402649429406402Loads: 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - 3RD CAR LATERAL ANALYSIS.wsw May 20, 2022 07:13:34 -11.67'-10'-8.33'-6.67'-5'-3.33'-1.67'0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' 53.33' 55' 56.67' F-1 5-1B-12-1B-2 3-1C-1 4-15-35-2920643648645642643648645642275133863386238467764568267764568225365898439465898439462444197219721075429402429402 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - 3RD CAR LATERAL ANALYSIS.wsw May 20, 2022 07:13:34 -11.67'-10'-8.33'-6.67'-5'-3.33'-1.67'0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' 53.33' 55' 56.67' F-1 5-1B-12-1A-14-1B-2 3-1E-14-23-2D-1 5-35-2C-2 1-1C-1 290530593077402405302131640132773297402405323740331536913691332228633322286315121512147114712942294244718381893190542645022862319190545043843823023033833383429614121512401959454649121572912401270156715678028023603 360337061821370619011282128242996437224429239295224Loads: 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)220280 - 3RD CAR LATERAL ANALYSIS.wsw May 20, 2022 07:13:34 -11.67'-10'-8.33'-6.67'-5'-3.33'-1.67'0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67'43.33' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' 53.33' 55' 56.67' F-1 5-1B-12-1B-2 3-1C-1 4-15-35-2574 5744024054034014024054034012326232628632863157415744474264504474264501953429614689454649729235718211901598598239224239224 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 83 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 Project Information DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.17 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 Equation 4.3-5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 3-term from SDPWS 4.3-1 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 0.214s 0.214s Approximate Ta 0.214s 0.214s Maximum T 0.299s 0.299s 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 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 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 =0.00 19.25 North Side 30.3 1.00 Extent X,Y =40.25 34.75 South Side 30.3 1.00 Ridge Y Location, Offset 36.63 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 31.42 10.13 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =-0.10 11.83 North Joined 149.8 0.69 Extent X,Y =28.58 7.42 South Gable 90.0 0.69 Ridge X Location, Offset 14.19 0.00 East Side 33.5 1.00 Ridge Elevation, Height 30.75 9.46 West Side 33.5 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 7.00 North Joined 90.0 1.00 Extent X,Y =18.00 4.83 South Gable 90.0 1.00 Ridge X Location, Offset 9.00 0.00 East Side 33.5 1.00 Ridge Elevation, Height 27.25 5.96 West Side 33.5 1.00 Block 4 2 Story N-S Ridge Location X,Y =18.25 9.17 North Joined 90.0 1.00 Extent X,Y =10.25 2.66 South Hip 50.0 0.49 Ridge X Location, Offset 23.38 0.00 East Side 30.3 1.00 Ridge Elevation, Height 24.28 2.99 West Side 30.3 1.00 Block 5 1 Story N-S Ridge Location X,Y =28.75 0.00 North Joined 90.0 1.00 Extent X,Y =11.25 19.25 South Gable 90.0 1.00 Ridge X Location, Offset 28.75 -5.62 East Side 33.0 1.00 Ridge Elevation, Height 20.60 7.31 West Side 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =0.00 3.92 North Side 90.0 1.00 Extent X,Y =19.00 3.42 South Side 26.5 1.00 Ridge Y Location, Offset 7.34 1.71 East Gable 90.0 1.00 Ridge Elevation, Height 15.00 1.71 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =19.00 2.00 North Gable 90.0 0.00 Extent X,Y =9.67 7.00 South Gable 90.0 1.00 Ridge X Location, Offset 28.67 4.84 East Side 90.0 1.00 Ridge Elevation, Height 19.57 6.28 West Side 33.0 1.00 Block 8 1 Story N-S Ridge Location X,Y =27.00 54.00 North Gable 90.0 1.00 Extent X,Y =13.00 5.00 South Joined 90.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 18.4 1.00 Ridge Elevation, Height 23.45 2.16 West Side 18.4 1.00 Block 9 1 Story E-W Ridge Location X,Y =-9.92 5.25 North Side 30.3 1.00 Extent X,Y =9.83 17.25 South Side 30.3 1.00 Ridge Y Location, Offset 13.88 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 26.32 5.03 West Gable 90.0 1.00 2 25 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Both Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 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 No.2 1.50 6.00 16 0.43 1.30 2 Hem-Fir No.2 1.50 6.00 16 0.43 1.30 3 Hem-Fir No.2 1.50 6.00 16 0.43 1.30 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 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 1 Line 1 Seg 1 -10.25 5.08 22.50 17.42 17.42 - 9.00 Wall 1-1 Seg 1 -10.25 5.08 22.50 17.42 17.42 0.52 - Line 2 Level 2 Line 2 1 0.00 7.08 54.00 46.92 35.92 - 8.00 Wall 2-1 Seg 1 0.00 7.08 54.00 46.92 35.92 - - Segment 1 -- 7.08 13.08 6.00 - 1.33 - Opening 1 -- 13.08 19.58 6.50 - - 8.00 Segment 2 -- 19.58 31.58 12.00 - 0.67 - Opening 2 -- 31.58 36.08 4.50 - - 8.00 Segment 3 -- 36.08 54.00 17.92 - 0.45 - Level 1 Line 2 1 0.00 5.08 54.00 48.92 25.50 - 9.00 Wall 2-1 Seg 1 0.00 22.50 54.00 31.50 25.50 - - Segment 1 -- 22.50 37.08 14.58 - 0.62 - Opening 1 -- 37.08 40.08 3.00 - - 8.00 Segment 2 -- 40.08 46.83 6.75 - 1.33 - Opening 2 -- 46.83 49.83 3.00 - - 8.00 Segment 3 -- 49.83 54.00 4.17 - 2.16 - Line 3 Level 2 Line 3 NSW 19.50 5.08 27.00 21.92 0.00 - 8.00 Wall 3-1 NSW 18.17 7.08 9.00 1.92 0.00 1.00 - Level 1 Line 3 1 19.50 9.00 54.00 45.00 17.83 - 9.00 Wall 3-1 NSW 19.50 5.08 9.00 3.92 0.00 1.00 - Wall 3-2 Seg 1 19.50 9.17 27.00 17.83 17.83 0.50 - Line 4 Level 2 Line 4 Seg 1 28.50 9.00 54.00 45.00 10.17 - 8.00 Wall 4-1 Seg 1 28.50 9.00 19.17 10.17 10.17 0.79 - Level 1 Line 4 3 27.57 0.00 54.00 54.00 9.00 - 9.00 Wall 4-1 Seg 3 28.00 0.00 9.00 9.00 9.00 1.00 - Wall 4-2 Seg 3 27.17 44.33 54.00 9.67 0.00 - - Segment 1 -- 44.33 45.00 0.67 - 13.50 - Opening 1 -- 45.00 52.92 7.92 - - 8.00 Segment 2 -- 52.92 54.00 1.08 - 8.31 - Line 5 Level 2 Line 5 1 40.00 19.17 54.00 34.83 21.67 - 8.00 Wall 5-1 NSW 40.00 19.17 25.33 6.17 0.00 - - Segment 1 -- 19.17 21.17 2.00 - - - Opening 1 -- 21.17 25.17 4.00 - - 8.00 Segment 2 -- 25.17 25.33 0.17 - - - Wall 5-2 NSW 40.00 25.33 27.33 2.00 0.00 1.00 - Wall 5-3 Seg 1 40.00 27.33 54.00 26.67 21.67 - - Segment 1 -- 27.33 30.67 3.33 - 2.40 - Opening 1 -- 30.67 35.67 5.00 - - 8.00 Segment 2 -- 35.67 54.00 18.33 - 0.44 - Level 1 Line 5 1 40.00 0.00 44.33 44.33 27.25 - 9.00 Wall 5-1 Seg 1 40.00 0.00 19.33 19.33 19.33 0.47 - Wall 5-2 NSW 40.00 19.33 27.00 7.67 0.00 1.00 - Wall 5-3 Seg 1 40.00 27.00 44.33 17.33 7.92 - - Segment 1 -- 27.00 28.75 1.75 - 5.14 - Opening 1 -- 28.75 31.75 3.00 - - 8.00 Segment 2 -- 31.75 39.67 7.92 - 1.14 - Opening 2 -- 39.67 42.58 2.92 - - 8.00 Segment 3 -- 42.58 44.33 1.75 - 5.14 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 0.00 28.00 40.00 12.00 0.00 - 9.00 Wall A-1 NSW 0.00 28.00 40.00 12.00 0.00 - - Segment 1 -- 28.00 30.00 2.00 - - - Opening 1 -- 30.00 38.00 8.00 - - 8.00 4 27 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 2 -- 38.00 40.00 2.00 - - - Line B Level 2 Line B 1 7.78 0.00 28.50 28.50 12.42 - 8.00 Wall B-1 Seg 1 7.08 0.00 18.17 18.17 6.08 - - Segment 1 -- 0.00 3.17 3.17 - 2.53 - Opening 1 -- 3.17 8.17 5.00 - - 8.00 Segment 2 -- 8.17 10.25 2.08 - 3.84 - Opening 2 -- 10.25 15.25 5.00 - - 8.00 Segment 3 -- 15.25 18.17 2.92 - 2.74 - Wall B-2 Seg 1 9.00 18.17 28.50 10.33 6.33 - - Segment 1 -- 18.17 21.25 3.08 - 2.59 - Opening 1 -- 21.25 25.25 4.00 - - 8.00 Segment 2 -- 25.25 28.50 3.25 - 2.46 - Level 1 Line B 2 5.08 -10.25 19.50 29.75 8.75 - 9.00 Wall B-1 Seg 2 5.08 -10.25 19.50 29.75 8.75 - - Segment 1 -- -10.25 -7.42 2.83 - 3.18 - Opening 1 -- -7.42 -0.42 7.00 - - 8.00 Segment 2 -- -0.42 2.25 2.67 - 3.38 - Opening 2 -- 2.25 16.25 14.00 - - 8.00 Segment 3 -- 16.25 19.50 3.25 - 2.77 - Wall B-2 NSW 9.00 19.50 28.00 8.50 0.00 - - Segment 1 -- 19.50 21.08 1.58 - - - Opening 1 -- 21.08 26.50 5.42 - - 8.00 Segment 2 -- 26.50 28.00 1.50 - - - Line C Level 2 Line C 3 19.17 0.00 40.00 40.00 6.75 - 8.00 Wall C-1 Seg 3 19.17 28.50 40.00 11.50 6.75 - - Segment 1 -- 28.50 35.25 6.75 - 1.19 - Opening 1 -- 35.25 38.25 3.00 - - 8.00 Segment 2 -- 38.25 40.00 1.75 - 4.57 - Level 1 Line C 3 22.50 -10.25 40.00 50.25 10.25 - 9.00 Wall C-1 Seg 3 22.50 -10.25 0.00 10.25 10.25 0.88 - Wall C-2 NSW 19.25 32.33 40.00 7.67 0.00 1.00 - Line D Level 1 Line D Seg 3 27.00 0.00 40.00 40.00 9.50 - 9.00 Wall D-1 Seg 3 27.00 10.00 19.50 9.50 9.50 0.95 - Line E Level 1 Line E 44.33 27.17 40.00 12.83 0.00 - 9.00 Wall E-1 NSW 44.33 27.17 40.00 12.83 0.00 - - Segment 1 -- 27.17 28.75 1.58 - - - Opening 1 -- 28.75 38.08 9.33 - - 8.00 Segment 2 -- 38.08 40.00 1.92 - - - Line F Level 2 Line F 1 54.00 0.00 40.00 40.00 29.92 - 8.00 Wall F-1 Seg 1 54.00 0.00 40.00 40.00 29.92 - - Segment 1 -- 0.00 4.25 4.25 - 1.88 - Opening 1 -- 4.25 9.25 5.00 - - 8.00 Segment 2 -- 9.25 31.08 21.83 - 0.37 - Opening 2 -- 31.08 36.17 5.08 - - 8.00 Segment 3 -- 36.17 40.00 3.83 - 2.09 - Level 1 Line F 1 54.00 0.00 27.17 27.17 14.92 - 9.00 Wall F-1 Seg 1 54.00 0.00 27.17 27.17 14.92 - - Segment 1 -- 0.00 7.25 7.25 - 1.24 - Opening 1 -- 7.25 9.25 2.00 - - 8.00 Segment 2 -- 9.25 13.25 4.00 - 2.25 - Opening 2 -- 13.25 23.50 10.25 - - 8.00 Segment 3 -- 23.50 27.17 3.67 - 2.45 - 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 5 28 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 6 29 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 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. 7 30 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 25.1 - 438 - 1.0 - 339 - 339 5896 0.07 Line 2 Level 2 Ln2, Lev2 - S->N - - 1953 - - - 339 - - 12159 - - N->S - - 1846 - - - 339 - - 12159 - Wall 2-1 1 S->N - - 1953 - 1.0 - 339 - - 12159 - 1 N->S - - 1846 - 1.0 - 339 - - 12159 - Seg. 1 - S->N 54.4 0.0 326 - 1.0 - 339 - 339 2031 0.16 - N->S 51.4 0.0 308 - 1.0 - 339 - 339 2031 0.15 Seg. 2 - S->N 54.4 0.0 652 - 1.0 - 339 - 339 4062 0.16 - N->S 51.4 0.0 617 - 1.0 - 339 - 339 4062 0.15 Seg. 3 - S->N 54.4 0.0 974 - 1.0 - 339 - 339 6065 0.16 - N->S 51.4 0.0 921 - 1.0 - 339 - 339 6065 0.15 Level 1 Ln2, Lev1 - Both - - 3383 - - - 339 - - 8528 - Wall 2-1 1 Both - - 3383 - 1.0 - 339 - - 8528 - Seg. 1 - Both 134.3 0.0 1959 - 1.0 - 339 - 339 4937 0.40 Seg. 2 - Both 134.3 0.0 907 - 1.0 - 339 - 339 2285 0.40 Seg. 3 - Both 124.4 0.0 518 - .93 - 313 - 313 1306 0.40 Line 3 Ln3, Lev1 - Both - - 1567 - - - 339 - - 6037 - Wall 3-2 1 Both 87.9 - 1567 - 1.0 - 339 - 339 6037 0.26 Line 4 Level 2 Ln4, Lev2 - S->N - - 2357 - - - 339 - - 3442 - - N->S - - 2257 - - - 339 - - 3442 - Wall 4-1 1 S->N 231.8 - 2357 - 1.0 - 339 - 339 3442 0.68 1 N->S 222.0 - 2257 - 1.0 - 339 - 339 3442 0.66 Level 1 Ln4, Lev1 - Both - - 3603 - - - 638 - - 5742 - Wall 4-1 3 Both 400.4 - 3603 - 1.0 - 638 - 638 5742 0.63 Wall 4-2 3 Both 0.0 - 0 - 1.0 - 638 - - - - Line 5 Level 2 Ln5, Lev2 - Both - - 598 - - - 339 - - 7147 - Wall 5-3 1 Both - - 598 - 1.0 - 339 - - 7147 - Seg. 1 - Both 23.6 0.0 79 - .83 - 282 - 282 940 0.08 Seg. 2 - Both 28.3 0.0 520 - 1.0 - 339 - 339 6206 0.08 Level 1 Ln5, Lev1 - Both - - 1282 - - - 339 - - 9225 - Wall 5-1 1 Both 47.1 - 910 - 1.0 - 339 - 339 6545 0.14 Wall 5-3 1 Both - - 373 - 1.0 - 339 - - 2680 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 47.1 0.0 373 - 1.0 - 339 - 339 2680 0.14 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line B Level 2 LnB, Lev2 - Both - - 574 - - - 339 - - 3267 - Wall B-1 1 Both - - 276 - 1.0 - 339 - - 1569 - Seg. 1 - Both 47.1 0.0 149 - .79 - 268 - 268 849 0.18 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 3 - Both 43.4 0.0 127 - .73 - 247 - 247 720 0.18 Wall B-2 1 Both - - 299 - 1.0 - 339 - - 1698 - Seg. 1 - Both 45.9 0.0 141 - .77 - 261 - 261 805 0.18 Seg. 2 - Both 48.3 0.0 157 - .81 - 275 - 275 894 0.18 Level 1 LnB, Lev1 - W->E - - 2905 - - 638 638 - A - 7288 - - E->W - - 2711 - - 638 638 - A - 7288 - Wall B-1 2 W->E - - 2905 1.01.0 638 638 - - 7288 - 2 E->W - - 2711 1.0 1.0 638 638 - - 7288 - 8 31 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEAR RESULTS (flexible wind design, continued) Seg. 1 - W->E 320.2 1149470 244864. 0 907 .63 .63 402 402 - 803 2276 0.40 - E->W 298.9 1149470 244864. 0 847 .63.63 402 402 - 803 2276 0.37 Seg. 2 - W->E 301.4 1149470 244864. 0 804 .59.59 378 378 - 756 2016 0.40 - E->W 281.3 1149470 244864. 0 750 .59.59 378 378 - 756 2016 0.37 Seg. 3 - W->E 367.3 1149470 244864. 0 1194 .72.72 461 461 - 922 2995 0.40 - E->W 342.9 1149470 244864. 0 1114 .72.72 461 461 - 922 2995 0.37 Line C Level 2 LnC, Lev2 - Both - - 2326 - - - 638 - - 4306 - Wall C-1 3 Both - - 2326 - 1.0 - 638 - - 4306 - Seg. 1 - Both 344.6 0.0 2326 - 1.0 - 638 - 638 4306 0.54 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Level 1 LnC, Lev1 - Both - - 3691 - - - 638 - - 6539 - Wall C-1 3 Both 360.1 - 3691 - 1.0 - 638 - 638 6539 0.56 Line D LnD, Lev1 - Both - - 1512 - - - 638 - - 6061 - Wall D-1 3 Both 159.2 - 1512 - 1.0 - 638 - 638 6061 0.25 Line F Level 2 LnF, Lev2 - Both - - 1574 - - - 339 - - 10073 - Wall F-1 1 Both - - 1574 - 1.0 - 339 - - 10073 - Seg. 1 - Both 52.9 0.0 225 - 1.0 - 339 - 339 1439 0.16 Seg. 2 - Both 52.9 0.0 1155 - 1.0 - 339 - 339 7391 0.16 Seg. 3 - Both 50.7 0.0 194 - .96 - 324 - 324 1244 0.16 Level 1 LnF, Lev1 - Both - - 2942 - - - 339 - - 4669 - Wall F-1 1 Both - - 2942 - 1.0 - 339 - - 4669 - Seg. 1 - Both 213.3 0.0 1546 - 1.0 - 339 - 339 2454 0.63 Seg. 2 - Both 189.6 0.0 758 - .89 - 301 - 301 1204 0.63 Seg. 3 - Both 173.8 0.0 637 - .81 - 276 - 276 1011 0.63 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 Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "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. 9 32 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 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 41610 1717.9 8650 8650 6055 6055 6055 6055 1 51221 2034.5 6043 6043 7377 7377 7377 7377 All 92831 - 14693 14693 - - - - 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 for Seismic Design Category A as per ASCE 7 12.4.2.2. 10 33 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 19.7 - 343 - 1.0 - 242 - 242 4211 0.08 Line 2 Level 2 Ln2, Lev2 - Both - - 2536 - - - 242 - - 8685 - Wall 2-1 1 Both - - 2536 - 1.0 - 242 - - 8685 - Seg. 1 - Both 70.6 0.0 424 - 1.0 - 242 - 242 1451 0.29 Seg. 2 - Both 70.6 0.0 847 - 1.0 - 242 - 242 2902 0.29 Seg. 3 - Both 70.6 0.0 1265 - 1.0 - 242 - 242 4332 0.29 Level 1 Ln2, Lev1 - Both - - 3654 - - - 242 - - 6091 - Wall 2-1 1 Both - - 3654 - 1.0 - 242 - - 6091 - Seg. 1 - Both 145.0 0.0 2115 - 1.0 - 242 - 242 3526 0.60 Seg. 2 - Both 145.0 0.0 979 - 1.0 - 242 - 242 1632 0.60 Seg. 3 - Both 134.3 0.0 560 - .93 - 224 - 224 933 0.60 Line 3 Ln3, Lev1 - Both - - 956 - - - 242 - - 4312 - Wall 3-2 1 Both 53.6 - 956 - 1.0 - 242 - 242 4312 0.22 Line 4 Level 2 Ln4, Lev2 - Both - - 2444 - - - 242 - - 2458 - Wall 4-1 1 Both 240.4 - 2444 - 1.0 - 242 - 242 2458 0.99 Level 1 Ln4, Lev1 - Both - - 3392 - - - 456 - - 4101 - Wall 4-1 3 Both 376.9 - 3392 - 1.0 - 456 - 456 4101 0.83 Wall 4-2 3 Both 0.0 - 0 - 1.0 - 456 - - - - Line 5 Level 2 Ln5, Lev2 - Both - - 1075 - - - 242 - - 5105 - Wall 5-3 1 Both - - 1075 - 1.0 - 242 - - 5105 - Seg. 1 - Both 42.4 0.0 141 - .83 - 202 - 202 672 0.21 Seg. 2 - Both 50.9 0.0 934 - 1.0 - 242 - 242 4433 0.21 Level 1 Ln5, Lev1 - Both - - 1941 - - - 242 - - 6589 - Wall 5-1 1 Both 71.2 - 1377 - 1.0 - 242 - 242 4675 0.29 Wall 5-3 1 Both - - 564 - 1.0 - 242 - - 1914 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 71.2 0.0 564 - 1.0 - 242 - 242 1914 0.29 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line B Level 2 LnB, Lev2 - Both - - 920 - - - 242 - - 2334 - Wall B-1 1 Both - - 441 - 1.0 - 242 - - 1120 - Seg. 1 - Both 75.4 0.0 239 - .79 - 191 - 191 606 0.39 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 3 - Both 69.5 0.0 203 - .73 - 176 - 176 514 0.39 Wall B-2 1 Both - - 478 - 1.0 - 242 - - 1213 - Seg. 1 - Both 73.4 0.0 226 - .77 - 186 - 186 575 0.39 Seg. 2 - Both 77.4 0.0 252 - .81 - 196 - 196 639 0.39 Level 1 LnB, Lev1 - Both - - 2469 - - 456 456 - A - 5205 - Wall B-1 2^Both - - 2469 1.01.0 456 456 - - 5205 - Seg. 1 - Both 272.2 1149470 244864. 0 771 .63.63 287 287 - 574 1626 0.47 Seg. 2 - Both 256.2 1149470 244864. 0 683 .59.59 270 270 - 540 1440 0.47 Seg. 3 - Both 312.2 1149470 244864. 0 1015 .72.72 329 329 - 658 2139 0.47 Line C Level 2 LnC, Lev2 - Both - - 2751 - - - 456 - - 3076 - Wall C-1 3^Both - - 2751 - 1.0 - 456 - - 3076 - Seg. 1 - Both 407.6 0.0 2751 - 1.0 - 456 - 456 3076 0.89 11 34 of 83 WoodWorks® Shearwalls 220280 - 3RD CAR LATERAL ANALYSIS.wsw May. 20, 2022 07:19:33 SHEAR RESULTS (flexible seismic design, continued) Seg. 2 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Level 1 LnC, Lev1 - Both - - 3727 - - - 456 - - 4671 - Wall C-1 3 Both 363.6 - 3727 - 1.0 - 456 - 456 4671 0.80 Line D LnD, Lev1 - Both - - 768 - - - 456 - - 4329 - Wall D-1 3 Both 80.8 - 768 - 1.0 - 456 - 456 4329 0.18 Line F Level 2 LnF, Lev2 - Both - - 2384 - - - 242 - - 7195 - Wall F-1 1 Both - - 2384 - 1.0 - 242 - - 7195 - Seg. 1 - Both 80.1 0.0 340 - 1.0 - 242 - 242 1028 0.33 Seg. 2 - Both 80.1 0.0 1749 - 1.0 - 242 - 242 5279 0.33 Seg. 3 - Both 76.8 0.0 294 - .96 - 232 - 232 888 0.33 Level 1 LnF, Lev1 - Both - - 3322 - - - 242 - - 3335 - Wall F-1 1^Both - - 3322 - 1.0 - 242 - - 3335 - Seg. 1 - Both 240.9 0.0 1746 - 1.0 - 242 - 242 1753 1.00 Seg. 2 - Both 214.1 0.0 856 - .89 - 215 - 215 860 1.00 Seg. 3 - Both 196.3 0.0 720 - .81 - 197 - 197 722 1.00 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 Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design 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. 12 35 of 83 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 2 x 12 DF No.2 @ 24" OC R2 Passed 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam R3 Passed 1 piece(s) 4 x 8 DF No.2 R4 Passed 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 4 x 12 DF No.2 R7 Passed 1 piece(s) 4 x 8 DF No.2 R8 Passed 1 piece(s) 6 x 8 DF No.2 R9 Passed 1 piece(s) 4 x 8 DF No.2 R10 Passed 1 piece(s) 4 x 8 DF No.2 R11 Passed 1 piece(s) 4 x 8 DF No.2 R12 Passed 4 piece(s) 2 x 6 HF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 9 1/2" TJI® 110 @ 16" OC U2 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam U3 Passed 1 piece(s) 4 x 8 DF No.2 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) 4 x 8 DF No.2 U7 Passed 1 piece(s) 4 x 8 DF No.2 U8 Passed 1 piece(s) 4 x 10 DF No.2 U9 Passed 1 piece(s) 4 x 8 DF No.2 MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 9 1/2" TJI® 110 @ 16" OC M2 Passed 1 piece(s) 4 x 6 DF No.2 M3 Passed 1 piece(s) 4 x 6 DF No.2 220280 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2 File Name: 220280 - BEAM CALCULATIONS Page 1 / 2536 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)928 @ 2' 2 3/4"4016 (5.50")Passed (23%)--1.0 D + 1.0 S (All Spans) Shear (lbs)649 @ 3' 2 7/8"2329 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2965 @ 10' 8 7/8"3138 Passed (94%)1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in)0.446 @ 10' 7 15/16"1.010 Passed (L/543)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.761 @ 10' 8 1/16"1.347 Passed (L/319)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 8/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - HF 5.50"5.50"1.50"389 539 928 Blocking 2 - Beveled Plate - HF 5.50"5.50"1.50"311 435 746 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)2' 8" o/c Bottom Edge (Lu)22' 8" o/c Dead Snow Vertical Load Location (Side)Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 19' 5"24"15.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.Member Length : 23' 11 1/2" MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 2 x 12 DF No.2 @ 24" OC ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 2 / 2537 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)10227 @ 4"19663 (5.50")Passed (52%)--1.0 D + 1.0 S (All Spans) Shear (lbs)8649 @ 2' 1"21790 Passed (40%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)65664 @ 13' 6"74136 Passed (89%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.752 @ 13' 6"1.317 Passed (L/420)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)1.340 @ 13' 6"1.756 Passed (L/236)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Critical positive moment adjusted by a volume factor of 0.92 that was calculated using length L = 26' 4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column - HF 5.50"5.50"2.86"4489 5737 10226 Blocking 2 - Column - HF 5.50"5.50"2.86"4489 5737 10226 Blocking 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 27'N/A 26.1 -- 1 - Uniform (PSF)0 to 27' (Top)17'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 5 1/2" x 19 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 3 / 2538 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)356 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)257 @ 8 3/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)467 @ 2' 7 1/2"3438 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.007 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 2' 7 1/2"0.262 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"159 197 356 None 2 - Trimmer - HF 1.50"1.50"1.50"159 197 356 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"3'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 4 / 2539 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5583 @ 1 1/2"6825 (3.00")Passed (82%)--1.0 D + 1.0 S (All Spans) Shear (lbs)5409 @ 1' 3"8533 Passed (63%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)17353 @ 3' 4 1/2"19320 Passed (90%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.066 @ 3' 4 1/2"0.217 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.118 @ 3' 4 1/2"0.325 Passed (L/663)--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 = 6' 6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"2.45"2461 3122 5583 None 2 - Trimmer - HF 3.00"3.00"2.45"2461 3122 5583 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' 9"N/A 10.2 -- 1 - Uniform (PSF)0 to 6' 9"3'18.0 25.0 ROOF 2 - Point (lb)3' 4 1/2"N/A 4489 5737 Linked from: R2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 5 / 2540 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)802 @ 1 1/2"6563 (3.00")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)410 @ 10 1/4"3502 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)605 @ 1' 9"3438 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •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"343 459 802 None 2 - Trimmer - HF 3.00"3.00"1.50"343 459 802 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 3' 6"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 6"10' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 6 / 2541 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)678 @ 1 1/2"6563 (3.00")Passed (10%)--1.0 D + 1.0 S (All Spans) Shear (lbs)513 @ 1' 2 1/4"5434 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1569 @ 4' 10 1/2"7004 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.021 @ 4' 10 1/2"0.317 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.038 @ 4' 10 1/2"0.475 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 3.00"3.00"1.50"312 366 678 None 2 - Trimmer - HF 3.00"3.00"1.50"312 366 678 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 9' 9"N/A 10.0 -- 1 - Uniform (PSF)0 to 9' 9"3'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 7 / 2542 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)526 @ 0 3281 (1.50")Passed (16%)--1.0 D + 1.0 S (All Spans) Shear (lbs)301 @ 8 3/4"3502 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)449 @ 1' 8 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.003 @ 1' 8 1/2"0.114 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.005 @ 1' 8 1/2"0.171 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"227 299 526 None 2 - Trimmer - HF 1.50"1.50"1.50"227 299 526 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 3' 5"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 5"7'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 8 / 2543 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1297 @ 12' 1"12251 (5.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1070 @ 1' 1"5376 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3604 @ 6' 2 1/2"3706 Passed (97%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.203 @ 6' 2 1/2"0.587 Passed (L/696)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.356 @ 6' 2 1/2"0.783 Passed (L/396)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column Cap - steel 5.50"5.50"1.50"559 737 1296 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"559 737 1296 Blocking 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 12' 5"N/A 10.4 -- 1 - Uniform (PSF)0 to 12' 5" (Top)4' 9"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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 9 / 2544 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1001 @ 1 1/2"6563 (3.00")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)800 @ 10 1/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2004 @ 4' 3"3438 Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.044 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.138 @ 4' 3"0.313 Passed (L/717)--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/5/16"). •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"682 319 1001 None 2 - Trimmer - HF 3.00"3.00"1.50"682 319 1001 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' 6"N/A 6.4 -- 1 - Uniform (PSF)0 to 8' 6"3'18.0 25.0 ROOF 2 - Uniform (PLF)0 to 8' 6"N/A 100.0 -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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R9 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 10 / 2545 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)977 @ 1 1/2"6563 (3.00")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)500 @ 10 1/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)737 @ 1' 9"3438 Passed (21%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.008 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •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"518 459 977 None 2 - Trimmer - HF 3.00"3.00"1.50"518 459 977 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 3' 6"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 6"10' 6"18.0 25.0 ROOF 2 - Uniform (PLF)0 to 3' 6"N/A 100.0 -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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 11 / 2546 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)412 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)211 @ 10 1/4"3502 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)311 @ 1' 9"3438 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.003 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •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"281 131 412 None 2 - Trimmer - HF 3.00"3.00"1.50"281 131 412 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 3' 6"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 6"3'18.0 25.0 ROOF 2 - Uniform (PLF)0 to 3' 6"N/A 100.0 -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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R11 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 12 / 2547 of 83 Wall Height: 12'Member Height: 11' 7 1/2"Tributary Width: 1' 2 1/2" Design Results Actual Allowed Result LDF Load: Combination Slenderness 25 50 Passed (51%)---- Compression (lbs)10000 18025 Passed (55%)1.15 1.0 D + 1.0 S Plate Bearing (lbs)10000 13365 Passed (75%)--1.0 D + 1.0 S Lateral Reaction (lbs)102 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)94 5280 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)295 @ mid-span 4436 Passed (7%)1.60 1.0 D + 0.6 W Total Deflection (in)0.05 @ mid-span 1.16 Passed (L/2998)--1.0 D + 0.6 W Bending/Compression 0.30 1 Passed (30%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S •Lateral deflection criteria: Wind (L/120) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 8' System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d x 2.5" Box (Toe)2 N/A Base Nails 8d x 2.5" Box (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Snow Vertical Load Tributary Width (0.90)(1.15)Comments 1 - Point (lb)N/A 4250 5750 ROOF • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (33'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (115), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 2 1/2"24.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED ROOF FRAMING, R12 4 piece(s) 2 x 6 HF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 PM UTC Joe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 220280 - BEAM CALCULATIONS Page 13 / 2548 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)425 @ 13' 1 1/2"910 (1.75")Passed (47%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)425 @ 13' 1 1/2"1220 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1355 @ 6' 9"2500 Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.182 @ 6' 9"0.319 Passed (L/841)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.227 @ 6' 9"0.637 Passed (L/673)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 46 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 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: 1/2" Gypsum ceiling. • 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. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"4.25"1.75"90 360 450 1 1/4" Rim Board 2 - Hanger on 9 1/2" HF beam 5.50"Hanger¹1.75" / - ²91 364 455 See note ¹ •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)4' 3" o/c Bottom Edge (Lu)13' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger MIU1.81/9 2.50"N/A 16-10dx1.5 2-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 7"16"10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 9 1/2" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 14 / 2549 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3578 @ 2"5012 (2.25")Passed (71%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3096 @ 1' 3 1/2"11660 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)15544 @ 8' 11"26400 Passed (59%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.355 @ 8' 11"0.438 Passed (L/591)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.601 @ 8' 11"0.875 Passed (L/349)--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/480) and TL (L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 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. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 3.50"2.25"1.61"1479 2140 3619 1 1/4" Rim Board 2 - Stud wall - HF 5.50"4.25"1.64"1507 2180 3687 1 1/4" Rim Board 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)1 1/4" to 17' 10 3/4"N/A 16.0 -- 1 - Uniform (PSF)0 to 18' (Top)6'10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 18' (Top)N/A 90.0 -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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 15 / 2550 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)696 @ 0 3281 (1.50")Passed (21%)--1.0 D + 1.0 L (All Spans) Shear (lbs)327 @ 8 3/4"3045 Passed (11%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)479 @ 1' 4 1/2"2989 Passed (16%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.003 @ 1' 4 1/2"0.092 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.004 @ 1' 4 1/2"0.138 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"146 550 696 None 2 - Trimmer - HF 1.50"1.50"1.50"146 550 696 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 2' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 9"10'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 16 / 2551 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)413 @ 0 3281 (1.50")Passed (13%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)139 @ 8 3/4"3045 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)222 @ 1' 1 1/2"2989 Passed (7%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.001 @ 1' 1 1/2"0.112 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"214 180 84 478 None 2 - Trimmer - HF 1.50"1.50"1.50"214 180 84 478 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' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 3"4'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 2' 3"N/A 90.0 --WALL 3 - Uniform (PSF)0 to 2' 3"3'18.0 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 17 / 2552 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)803 @ 1 1/2"6563 (3.00")Passed (12%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)411 @ 10 1/4"3502 Passed (12%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)606 @ 1' 9"3438 Passed (18%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.003 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.006 @ 1' 9"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 3.00"3.00"1.50"412 280 241 933 None 2 - Trimmer - HF 3.00"3.00"1.50"412 280 241 933 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' 6"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 6"4'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 6"N/A 90.0 --WALL 3 - Uniform (PSF)0 to 3' 6"3'18.0 -25.0 ROOF 4 - Uniform (PSF)0 to 3' 6"2' 6"18.0 -25.0 LOWER ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 18 / 2553 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)913 @ 0 3281 (1.50")Passed (28%)--1.0 D + 1.0 S (All Spans) Shear (lbs)503 @ 8 3/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)741 @ 1' 7 1/2"3438 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.008 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •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"486 87 427 1000 None 2 - Trimmer - HF 1.50"1.50"1.50"486 87 427 1000 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' 4"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 90.0 --WALL 3 - Uniform (PSF)0 to 3' 3"10' 6"18.0 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 19 / 2554 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)245 @ 0 3281 (1.50")Passed (7%)--1.0 D + 1.0 L (All Spans) Shear (lbs)126 @ 8 3/4"3045 Passed (4%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)183 @ 1' 6"2989 Passed (6%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 1' 6"0.100 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.002 @ 1' 6"0.150 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"165 80 245 None 2 - Trimmer - HF 1.50"1.50"1.50"165 80 245 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'N/A 6.4 -- 1 - Uniform (PSF)0 to 3'1' 4"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 3'N/A 90.0 -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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 20 / 2555 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2028 @ 1 1/2"6563 (3.00")Passed (31%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1541 @ 1' 1/4"3885 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4061 @ 4' 3"4492 Passed (90%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.073 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.135 @ 4' 3"0.412 Passed (L/735)--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 Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"923 1105 319 2347 None 2 - Trimmer - HF 3.00"3.00"1.50"923 1105 319 2347 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 8.2 ---- 1 - Uniform (PSF)0 to 8' 6"6' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 8' 6"N/A 90.0 --WALL 3 - Uniform (PSF)0 to 8' 6"3'18.0 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 21 / 2556 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)983 @ 1 1/2"6563 (3.00")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)503 @ 10 1/4"3502 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)741 @ 1' 9"3438 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.008 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •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"523 93 459 1075 None 2 - Trimmer - HF 3.00"3.00"1.50"523 93 459 1075 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' 6"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 6"1' 4"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 6"N/A 90.0 --WALL 3 - Uniform (PSF)0 to 3' 6"10' 6"18.0 -25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 22 / 2557 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)465 @ 4 1/2"1375 (3.50")Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)442 @ 5 1/2"1220 Passed (36%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1500 @ 7' 1"2500 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.220 @ 7' 1"0.335 Passed (L/732)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.275 @ 7' 1"0.671 Passed (L/585)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 38 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"4.25"1.75"94 378 472 1 1/4" Rim Board 2 - Beam - HF 5.50"4.25"1.75"94 378 472 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)4' o/c Bottom Edge (Lu)14' o/c Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 2"16"10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 9 1/2" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 23 / 2558 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)950 @ 0 3281 (1.50")Passed (29%)--1.0 D + 1.0 L (All Spans) Shear (lbs)609 @ 7"2310 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)772 @ 1' 7 1/2"1720 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.013 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.019 @ 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"300 650 950 None 2 - Trimmer - HF 1.50"1.50"1.50"300 650 950 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 4.9 -- 1 - Uniform (PSF)0 to 3' 3"10'10.0 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 ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 4 x 6 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 24 / 2559 of 83 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)897 @ 0 3281 (1.50")Passed (27%)--1.0 D + 1.0 L (All Spans) Shear (lbs)432 @ 7"2310 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)505 @ 1' 1 1/2"1720 Passed (29%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.004 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.006 @ 1' 1 1/2"0.112 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"312 585 897 None 2 - Trimmer - HF 1.50"1.50"1.50"312 585 897 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 2' 3"N/A 4.9 -- 1 - Uniform (PSF)0 to 2' 3"10'15.0 40.0 FLOOR 2 - Uniform (PLF)0 to 2' 3"N/A 80.0 -WALL 3 - Uniform (PSF)0 to 2' 3"3'14.1 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 6 DF No.2 ForteWEB Software Operator Job Notes 5/20/2022 2:29:30 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: 220280 - BEAM CALCULATIONS Page 25 / 2560 of 83 61 of 83 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 = 62 of 83 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 63 of 83 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 = 64 of 83 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 65 of 83 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 = 66 of 83 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 67 of 83 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 = 68 of 83 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 69 of 83 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 = 70 of 83 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 71 of 83 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:54" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4.50 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 7.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =7.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 94.1 % # Bars required on each side of zone 5.9 % Applied Loads 9.0 18.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 72 of 83 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:54" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 1.0 Soil Bearing 1.50ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.4282 Z Flexure (+X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S PASS 0.4282 Z Flexure (-X)5.792k-ft/ft 13.526k-ft/ft +1.20D+1.60S PASS 0.3786 X Flexure (+Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S PASS 0.3786 X Flexure (-Z)4.576k-ft/ft 12.088k-ft/ft +1.20D+1.60S PASS 0.4195 1-way Shear (+X)31.460psi 75.0psi +1.20D+1.60S PASS 0.4195 1-way Shear (-X)31.460psi 75.0psi +1.20D+1.60S PASS 0.3503 1-way Shear (+Z)26.270psi 75.0psi +1.20D+1.60S PASS 0.3503 1-way Shear (-Z)26.270psi 75.0psi +1.20D+1.60S PASS 0.7913 2-way Punching 118.702psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.500.50 0.50 0.50 0.3330.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2501.250 1.250 1.250 0.8330.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.300.30 0.30 0.30 0.2000.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.456 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.40D 1.456 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D 1.248 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.50S 2.288 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+1.60S 4.576 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +1.20D+0.70S 2.704 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 +Z Bottom 0.2592 Min Temp %0.3111 12.088 OK X-X, +0.90D 0.9360 -Z Bottom 0.2592 Min Temp %0.3111 12.088 OK Z-Z, +1.40D 1.843 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.40D 1.843 +X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 -X Bottom 0.2592 Min Temp %0.350 13.526 OK Z-Z, +1.20D 1.580 +X Bottom 0.2592 Min Temp %0.350 13.526 OK 73 of 83 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 . 74 of 83 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 75 of 83 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 . 76 of 83 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 77 of 83 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 78 of 83 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. 79 of 83 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 80 of 83 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. 81 of 83 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 82 of 83 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. 83 of 83