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MW 15 ENGINEERING CALCULATIONS2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: MAPLE A 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 353 FT John Hodge, P.E. 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 230150 DATE 04.07.23 SITE: 15526 BERGH CT SE - LOT 15 YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: THE TRUSS CO #SJ60404685 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY Digitally signed by John Hodge Date: 2023.04.07 10:46:08 -07'00' COPYRIGHT ©1021 HODGE ENGINEERING, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER WAC 196-23-070 WITH 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 82 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 82 3 of 82 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: 15526 Bergh Ct SE, Yelm, WA 98597 Plan: Maple Job: 230150 Three resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). “This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state”. 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications 3. ASCE 7-16 Chapter 7 Snow Loads Ground Snow Load pg: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 355 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2) ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1) ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading pf = 0.7CeCtIpg = 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 4 of 82 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 Project Information COMPANY AND PROJECT INFORMATION Company Project Exposure B Seismic Category D DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.33 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Regular 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 0.204s 0.204s Approximate Ta 0.204s 0.204s Maximum T 0.286s 0.286s 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 5 of 82 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230150 - LATERAL ANALYSIS.wsw May 19, 2022 10:11:11 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' D-1 5-1A-11-1B-1 2-1A-2 3-1C-1 41433090 50575057505750571526113011301526113011301526113011301526113011302283 1551155137462206201016002837254924589292717 333711339582024902164789111339029586891503125912594278874135850387438887477313581411948503101087421481177388Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; 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 6 of 82 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230150 - LATERAL ANALYSIS.wsw May 19, 2022 10:11:11 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' D-1 5-1B-11-1B-33-1B-2 4-12900 1526113011301526113011302731 82979181482979181427281133958113395829038741358101350387413581013503Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; 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 7 of 82 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230150 - LATERAL ANALYSIS.wsw May 19, 2022 10:11:11 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' D-1 5-1A-11-1B-1 2-1A-2 3-1C-1 259025904238423842384238108580380310858038031085803803108580380330313031205920593185318517711709138622381990199495921612317231772361213426261090619723626612479265826582225222539633963566880326566252566782880378155532693656616781055252 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 8 of 82 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230150 - LATERAL ANALYSIS.wsw May 19, 2022 10:11:11 0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' 50' 52.5' 55' D-1 5-1B-11-1B-33-1B-2 4-12061 2061 1085803803108580380317361736527503518527503518 1742174272361272361218811881566880656326566880656326Loads: 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 9 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 20.67 0.0 Level 2 12.67 10.0 8.00 13.8 14.5 Level 1 2.83 10.0 9.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 10.50 North Side 22.6 1.00 Extent X,Y =40.00 41.75 South Side 22.6 1.00 Ridge Y Location, Offset 31.38 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.36 8.69 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =22.25 6.75 North Joined 157.4 1.00 Extent X,Y =17.75 3.75 South Gable 90.0 1.00 Ridge X Location, Offset 31.13 0.00 East Side 33.6 1.00 Ridge Elevation, Height 26.56 5.90 West Side 33.6 1.00 Block 3 1 Story N-S Ridge Location X,Y =0.50 0.00 North Gable 90.0 0.00 Extent X,Y =20.50 10.75 South Gable 90.0 1.00 Ridge X Location, Offset 10.75 0.00 East Side 33.6 1.00 Ridge Elevation, Height 19.48 6.81 West Side 33.6 1.00 Block 4 1 Story E-W Ridge Location X,Y =22.00 0.50 North Side 90.0 1.00 Extent X,Y =18.25 7.50 South Side 18.4 1.00 Ridge Y Location, Offset 8.00 3.75 East Gable 90.0 1.00 Ridge Elevation, Height 15.16 2.49 West Gable 90.0 0.00 Block 5 1 Story N-S Ridge Location X,Y =0.50 -1.25 North Joined 90.0 1.00 Extent X,Y =10.25 1.25 South Gable 90.0 1.00 Ridge X Location, Offset 5.63 0.00 East Side 33.6 1.00 Ridge Elevation, Height 16.07 3.41 West Side 33.6 1.00 Block 6 1 Story N-S Ridge Location X,Y =17.00 52.25 North Gable 90.0 1.00 Extent X,Y =7.00 5.50 South Joined 90.0 1.00 Ridge X Location, Offset 20.50 0.00 East Side 30.3 1.00 Ridge Elevation, Height 22.71 2.05 West Side 30.3 1.00 2 10 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Both Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 3 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 4 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 11 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 3 0.00 10.75 52.00 41.25 32.50 - 8.00 Wall 1-1 Seg 3 0.00 10.75 52.00 41.25 32.50 - - Segment 1 -- 10.75 11.50 0.75 - 10.67 - Opening 1 -- 11.50 14.50 3.00 - - 8.00 Segment 2 -- 14.50 32.00 17.50 - 0.46 - Opening 2 -- 32.00 37.00 5.00 - - 8.00 Segment 3 -- 37.00 52.00 15.00 - 0.53 - Level 1 Line 1 3 0.00 11.00 52.00 41.00 35.00 - 9.00 Wall 1-1 Seg 3 0.00 11.00 52.00 41.00 35.00 - - Segment 1 -- 11.00 32.00 21.00 - 0.43 - Opening 1 -- 32.00 35.00 3.00 - - 9.00 Segment 2 -- 35.00 45.75 10.75 - 0.84 - Opening 2 -- 45.75 48.75 3.00 - - 9.00 Segment 3 -- 48.75 52.00 3.25 - 2.77 - Line 2 Level 1 Line 2 Seg 3 10.00 0.00 52.00 52.00 11.00 - 9.00 Wall 2-1 Seg 3 10.00 0.00 11.00 11.00 11.00 0.82 - Line 3 Level 2 Line 3 NSW 20.00 0.00 10.75 10.75 0.00 - 8.00 Wall 3-1 NSW 22.00 9.25 10.75 1.50 0.00 1.00 - Level 1 Line 3 NSW 20.00 0.00 10.75 10.75 0.00 - 9.00 Wall 3-1 NSW 20.00 0.00 0.75 0.75 0.00 1.00 - Line 4 Level 2 Line 4 NSW 28.50 7.50 9.25 1.75 0.00 - 8.00 Wall 4-1 NSW 28.50 7.50 9.25 1.75 0.00 1.00 - Line 5 Level 2 Line 5 3 40.00 7.50 52.00 44.50 35.50 - 8.00 Wall 5-1 Seg 3 40.00 7.50 52.00 44.50 35.50 - - Segment 1 -- 7.50 23.75 16.25 - 0.49 - Opening 1 -- 23.75 28.75 5.00 - - 8.00 Segment 2 -- 28.75 37.25 8.50 - 0.94 - Opening 2 -- 37.25 39.25 2.00 - - 8.00 Segment 3 -- 39.25 47.50 8.25 - 0.97 - Opening 3 -- 47.50 49.50 2.00 - - 8.00 Segment 4 -- 49.50 52.00 2.50 - 3.20 - Level 1 Line 5 3 40.00 0.75 52.00 51.25 38.50 - 9.00 Wall 5-1 Seg 3 40.00 0.75 52.00 51.25 38.50 - - Segment 1 -- 0.75 24.75 24.00 - 0.38 - Opening 1 -- 24.75 29.75 5.00 - - 9.00 Segment 2 -- 29.75 39.00 9.25 - 0.97 - Opening 2 -- 39.00 42.00 3.00 - - 9.00 Segment 3 -- 42.00 47.25 5.25 - 1.71 - Opening 3 -- 47.25 50.00 2.75 - - 9.00 Segment 4 -- 50.00 52.00 2.00 - 4.50 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A 1 0.75 10.00 40.00 30.00 6.00 - 9.00 Wall A-1 NSW 0.00 10.00 20.00 10.00 0.00 - - Segment 1 -- 10.00 11.50 1.50 - - - Opening 1 -- 11.50 20.00 8.50 - - 9.00 Segment 2 -- 20.00 20.00 0.00 - - - Wall A-2 Seg 1 0.75 20.00 40.00 20.00 6.00 - - Segment 1 -- 20.00 23.00 3.00 - 3.00 - Opening 1 -- 23.00 37.00 14.00 - - 9.00 Segment 2 -- 37.00 40.00 3.00 - 3.00 - Line B Level 2 Line B 4 9.57 0.00 40.00 40.00 17.25 - 8.00 4 12 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall B-1 Seg 4 10.75 0.00 22.00 22.00 11.75 - - Segment 1 -- 0.00 1.00 1.00 - 8.00 - Opening 1 -- 1.00 4.00 3.00 - - 8.00 Segment 2 -- 4.00 15.75 11.75 - 0.68 - Opening 2 -- 15.75 19.75 4.00 - - 8.00 Segment 3 -- 19.75 22.00 2.25 - 3.56 - Wall B-2 Seg 4 9.25 22.00 28.50 6.50 0.00 - - Segment 1 -- 22.00 23.50 1.50 - 5.33 - Opening 1 -- 23.50 26.50 3.00 - - 8.00 Segment 2 -- 26.50 28.50 2.00 - 4.00 - Wall B-3 Seg 4 7.50 28.50 40.00 11.50 5.50 - - Segment 1 -- 28.50 31.25 2.75 - 2.91 - Opening 1 -- 31.25 37.25 6.00 - - 8.00 Segment 2 -- 37.25 40.00 2.75 - 2.91 - Level 1 Line B 7.50 0.00 40.00 40.00 0.00 - 9.00 Wall B-1 NSW 11.00 0.00 10.00 10.00 0.00 - - Segment 1 -- 0.00 2.75 2.75 - - - Opening 1 -- 2.75 8.00 5.25 - - 9.00 Segment 2 -- 8.00 10.00 2.00 - - - Line C Level 1 Line C Seg 3 21.50 0.00 40.00 40.00 13.50 - 9.00 Wall C-1 Seg 3 21.50 26.50 40.00 13.50 13.50 0.67 - Line D Level 2 Line D 3 52.00 0.00 40.00 40.00 28.00 - 8.00 Wall D-1 Seg 3 52.00 0.00 40.00 40.00 28.00 - - Segment 1 -- 0.00 4.25 4.25 - 1.88 - Opening 1 -- 4.25 9.25 5.00 - - 8.00 Segment 2 -- 9.25 27.00 17.75 - 0.45 - Opening 2 -- 27.00 34.00 7.00 - - 8.00 Segment 3 -- 34.00 40.00 6.00 - 1.33 - Level 1 Line D 4 52.00 0.00 40.00 40.00 18.75 - 9.00 Wall D-1 Seg 4 52.00 0.00 40.00 40.00 18.75 - - Segment 1 -- 0.00 3.75 3.75 - 2.40 - Opening 1 -- 3.75 13.00 9.25 - - 9.00 Segment 2 -- 13.00 19.00 6.00 - 1.50 - Opening 2 -- 19.00 26.75 7.75 - - 9.00 Segment 3 -- 26.75 30.50 3.75 - 2.40 - Opening 3 -- 30.50 34.75 4.25 - - 9.00 Segment 4 -- 34.75 40.00 5.25 - 1.71 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 13 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 14 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 1742 - - - 339 - - 11002 - Wall 1-1 3 Both - - 1742 - 1.0 - 339 - - 11002 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 53.6 0.0 938 - 1.0 - 339 - 339 5924 0.16 Seg. 3 - Both 53.6 0.0 804 - 1.0 - 339 - 339 5078 0.16 Level 1 Ln1, Lev1 - Both - - 2317 - - - 339 - - 11543 - Wall 1-1 3 Both - - 2317 - 1.0 - 339 - - 11543 - Seg. 1 - Both 68.0 0.0 1427 - 1.0 - 339 - 339 7109 0.20 Seg. 2 - Both 68.0 0.0 731 - 1.0 - 339 - 339 3639 0.20 Seg. 3 - Both 49.1 0.0 160 - .72 - 244 - 244 795 0.20 Line 2 Ln2, Lev1 - Both - - 2658 - - - 339 - - 3724 - Wall 2-1 3^Both 241.6 - 2658 - 1.0 - 339 - 339 3724 0.71 Line 5 Level 2 Ln5, Lev2 - Both - - 1881 - - - 339 - - 11700 - Wall 5-1 3 Both - - 1881 - 1.0 - 339 - - 11700 - Seg. 1 - Both 54.4 0.0 885 - 1.0 - 339 - 339 5501 0.16 Seg. 2 - Both 54.4 0.0 463 - 1.0 - 339 - 339 2877 0.16 Seg. 3 - Both 54.4 0.0 449 - 1.0 - 339 - 339 2793 0.16 Seg. 4 - Both 34.0 0.0 85 - .63 - 212 - 212 529 0.16 Level 1 Ln5, Lev1 - Both - - 3963 - - - 339 - - 13033 - Wall 5-1 3 Both - - 3963 - 1.0 - 339 - - 13033 - Seg. 1 - Both 102.9 0.0 2470 - 1.0 - 339 - 339 8124 0.30 Seg. 2 - Both 102.9 0.0 952 - 1.0 - 339 - 339 3131 0.30 Seg. 3 - Both 102.9 0.0 540 - 1.0 - 339 - 339 1777 0.30 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 2590 - - 638 638 - A - 5104 - Wall A-2 1 Both - - 2590 1.01.0 638 638 - - 5104 - Seg. 1 - Both 431.7 3982743 4775966 8 1295 .67.67 425 425 - 851 2552 0.51 Seg. 2 - Both 431.7 3982743 4775966 8 1295 .67.67 425 425 - 851 2552 0.51 Line B Level 2 LnB, Lev2 - Both - - 2061 - - - 495 - - 7684 - Wall B-1 4 Both - - 1559 - 1.0 - 495 - - 5813 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 132.7 0.0 1559 - 1.0 - 495 - 495 5813 0.27 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Wall B-2 4 Both 0.0 - 0 - 1.0 - 495 - - - - Wall B-3 4 Both - - 502 - 1.0 - 495 - - 1871 - Seg. 1 - Both 91.2 0.0 251 - .69 - 340 - 340 935 0.27 Seg. 2 - Both 91.2 0.0 251 - .69 - 340 - 340 935 0.27 Line C Level 1 LnC, Lev1 - Both - - 3031 - - - 339 - - 4570 - Wall C-1 3 Both 224.5 - 3031 - 1.0 - 339 - 339 4570 0.66 Line D Level 2 LnD, Lev2 - Both - - 1736 - - - 339 - - 9479 - Wall D-1 3 Both - - 1736 - 1.0 - 339 - - 9479 - Seg. 1 - Both 62.0 0.0 264 - 1.0 - 339 - 339 1439 0.18 Seg. 2 - Both 62.0 0.0 1101 - 1.0 - 339 - 339 6009 0.18 Seg. 3 - Both 62.0 0.0 372 - 1.0 - 339 - 339 2031 0.18 7 15 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEAR RESULTS (flexible wind design, continued) Level 1 LnD, Lev1 - Both - - 3185 - - - 495 - - 8658 - Wall D-1 4 Both - - 3185 - 1.0 - 495 - - 8658 - Seg. 1 - Both 151.7 0.0 569 - .83 - 412 - 412 1546 0.37 Seg. 2 - Both 182.0 0.0 1092 - 1.0 - 495 - 495 2969 0.37 Seg. 3 - Both 151.7 0.0 569 - .83 - 412 - 412 1546 0.37 Seg. 4 - Both 182.0 0.0 956 - 1.0 - 495 - 495 2597 0.37 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 16 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 39881 1697.1 8044 8044 5744 5744 5744 5744 1 44784 1955.0 4981 4981 6450 13701 6450 6450 All 84664 - 13025 13025 - - - - 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 = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 9 17 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 2728 - - - 242 - - 7859 - Wall 1-1 3 Both - - 2728 - 1.0 - 242 - - 7859 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 83.9 0.0 1469 - 1.0 - 242 - 242 4232 0.35 Seg. 3 - Both 83.9 0.0 1259 - 1.0 - 242 - 242 3627 0.35 Level 1 Ln1, Lev1 - Both - - 3337 - - - 242 - - 8245 - Wall 1-1 3 Both - - 3337 - 1.0 - 242 - - 8245 - Seg. 1 - Both 97.9 0.0 2055 - 1.0 - 242 - 242 5078 0.40 Seg. 2 - Both 97.9 0.0 1052 - 1.0 - 242 - 242 2599 0.40 Seg. 3 - Both 70.7 0.0 230 - .72 - 175 - 175 568 0.40 Line 2 Ln2, Lev1 - Both - - 1503 - - - 242 - - 2660 - Wall 2-1 3 Both 136.7 - 1503 - 1.0 - 242 - 242 2660 0.57 Line 5 Level 2 Ln5, Lev2 - Both - - 2903 - - - 242 - - 8357 - Wall 5-1 3 Both - - 2903 - 1.0 - 242 - - 8357 - Seg. 1 - Both 84.0 0.0 1365 - 1.0 - 242 - 242 3929 0.35 Seg. 2 - Both 84.0 0.0 714 - 1.0 - 242 - 242 2055 0.35 Seg. 3 - Both 84.0 0.0 693 - 1.0 - 242 - 242 1995 0.35 Seg. 4 - Both 52.5 0.0 131 - .63 - 151 - 151 378 0.35 Level 1 Ln5, Lev1 - Both - - 4278 - - - 242 - - 9309 - Wall 5-1 3 Both - - 4278 - 1.0 - 242 - - 9309 - Seg. 1 - Both 111.1 0.0 2667 - 1.0 - 242 - 242 5803 0.46 Seg. 2 - Both 111.1 0.0 1028 - 1.0 - 242 - 242 2237 0.46 Seg. 3 - Both 111.1 0.0 583 - 1.0 - 242 - 242 1269 0.46 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 - Both - - 3090 - - 456 456 - A - 3646 - Wall A-2 1^Both - - 3090 1.01.0 456 456 - - 3646 - Seg. 1 - Both 515.0 3982743 4775966 8 1545 .67.67 304 304 - 608 1823 0.85 Seg. 2 - Both 515.0 3982743 4775966 8 1545 .67.67 304 304 - 608 1823 0.85 Line B Level 2 LnB, Lev2 - Both - - 2900 - - - 353 - - 5489 - Wall B-1 4 Both - - 2194 - 1.0 - 353 - - 4152 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 186.7 0.0 2194 - 1.0 - 353 - 353 4152 0.53 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Wall B-2 4 Both 0.0 - 0 - 1.0 - 353 - - - - Wall B-3 4 Both - - 706 - 1.0 - 353 - - 1336 - Seg. 1 - Both 128.4 0.0 353 - .69 - 243 - 243 668 0.53 Seg. 2 - Both 128.4 0.0 353 - .69 - 243 - 243 668 0.53 Line C Level 1 LnC, Lev1 - Both - - 2283 - - - 242 - - 3264 - Wall C-1 3 Both 169.1 - 2283 - 1.0 - 242 - 242 3264 0.70 Line D Level 2 LnD, Lev2 - Both - - 2731 - - - 242 - - 6770 - Wall D-1 3 Both - - 2731 - 1.0 - 242 - - 6770 - Seg. 1 - Both 97.5 0.0 415 - 1.0 - 242 - 242 1028 0.40 Seg. 2 - Both 97.5 0.0 1731 - 1.0 - 242 - 242 4292 0.40 Seg. 3 - Both 97.5 0.0 585 - 1.0 - 242 - 242 1451 0.40 Level 1 LnD, Lev1 - Both - - 3746 - - - 353 - - 6185 - Wall D-1 4^Both - - 3746 - 1.0 - 353 - - 6185 - Seg. 1 - Both 178.4 0.0 669 - .83 - 295 - 295 1104 0.61 10 18 of 82 WoodWorks® Shearwalls 230150 - LATERAL ANALYSIS.wsw Apr. 7, 2023 10:28:53 SHEAR RESULTS (flexible seismic design, continued) Seg. 2 - Both 214.1 0.0 1284 - 1.0 - 353 - 353 2120 0.61 Seg. 3 - Both 178.4 0.0 669 - .83 - 295 - 295 1104 0.61 Seg. 4 - Both 214.1 0.0 1124 - 1.0 - 353 - 353 1855 0.61 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 19 of 82 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 10 DF No.2 R2 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam R3 Passed 1 piece(s) 4 x 8 DF No.2 R4 Passed 1 piece(s) 4 x 8 DF No.2 R5 Passed 1 piece(s) 4 x 8 DF No.2 R6 Passed 1 piece(s) 4 x 8 DF No.2 R7 Passed 1 piece(s) 4 x 8 DF No.2 R8 Passed 1 piece(s) 4 x 8 DF No.2 R9 Passed 1 piece(s) 6 x 10 DF No.2 R10 Passed 1 piece(s) 6 x 10 DF No.2 R11 Passed 1 piece(s) 6 x 10 DF No.2 R12 Passed 1 piece(s) 4 x 12 DF No.2 R13 Passed 1 piece(s) 4 x 12 DF No.2 IPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 4 x 8 DF No.2 U2 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam U3 Passed 1 piece(s) 4 x 10 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) 5 1/2" x 21" 24F-V4 DF Glulam U9 Passed 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam U10 Passed 1 piece(s) 4 x 10 DF No.2 U11 Passed 1 piece(s) 4 x 8 DF No.2 U12 Passed 1 piece(s) 3 1/2" x 13 1/2" 24F-V4 DF Glulam U13 Passed 1 piece(s) 4 x 8 DF No.2 GT2 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam GT3 (FOR REF USE ONLY)Passed 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam U14 Passed 1 piece(s) 4 x 10 DF No.2 U15 Passed 1 piece(s) 4 x 8 DF No.2 FJ1 (REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC FJ2 (REF ONLY)Passed 1 piece(s) 18" TJI® 360 @ 24" OC MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 4 x 10 DF No.2 M2 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M3 Passed 2 piece(s) 2 x 10 HF No.2 M4 Passed 1 piece(s) 4 x 10 DF No.2 M5 Passed 1 piece(s) 4 x 10 HF No.2 M6 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC 230150 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5 File Name: 230150 - BEAM CALCULATIONS Maple A Page 1 / 4020 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2350 @ 0 3281 (1.50")Passed (72%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1548 @ 10 3/4"4468 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3084 @ 2' 7 1/2"5166 Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.025 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.041 @ 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 Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"939 1411 2350 None 2 - Trimmer - HF 1.50"1.50"1.50"939 1411 2350 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 8.2 -- 1 - Uniform (PSF)0 to 5' 3"21' 6"16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 2 / 4021 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3354 @ 1 1/2"6825 (3.00")Passed (49%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2460 @ 1'6400 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)5877 @ 3' 9"10868 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.087 @ 3' 9"0.242 Passed (L/997)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.145 @ 3' 9"0.363 Passed (L/599)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3354 None 2 - Trimmer - HF 3.00"3.00"1.50"1339 2016 3354 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 7.7 -- 1 - Uniform (PSF)0 to 7' 6"21' 6"16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 3 / 4022 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)100 @ 0 3281 (1.50")Passed (3%)--1.0 D + 1.0 S (All Spans) Shear (lbs)35 @ 8 3/4"3502 Passed (1%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)56 @ 1' 1 1/2"3438 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.000 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.000 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"44 56 100 None 2 - Trimmer - HF 1.50"1.50"1.50"44 56 100 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 2' 3"2'16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 4 / 4023 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)233 @ 0 3281 (1.50")Passed (7%)--1.0 D + 1.0 S (All Spans) Shear (lbs)169 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)306 @ 2' 7 1/2"3438 Passed (9%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.005 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.009 @ 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 Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"102 131 233 None 2 - Trimmer - HF 1.50"1.50"1.50"102 131 233 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"2'16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 5 / 4024 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)289 @ 0 3281 (1.50")Passed (9%)--1.0 D + 1.0 S (All Spans) Shear (lbs)222 @ 8 3/4"3502 Passed (6%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)452 @ 3' 1 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.010 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.018 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"133 156 289 None 2 - Trimmer - HF 1.50"1.50"1.50"133 156 289 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 3"2'18.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 6 / 4025 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)150 @ 0 3281 (1.50")Passed (5%)--1.0 D + 1.0 S (All Spans) Shear (lbs)83 @ 8 3/4"3502 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)122 @ 1' 7 1/2"3438 Passed (4%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.001 @ 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 Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"69 81 150 None 2 - Trimmer - HF 1.50"1.50"1.50"69 81 150 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' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"2'18.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R6 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 7 / 4026 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1898 @ 0 3281 (1.50")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1247 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2017 @ 2' 1 1/2"3438 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.037 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None 2 - Trimmer - HF 1.50"1.50"1.50"756 1142 1898 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"21' 6"16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 8 / 4027 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1452 @ 0 3281 (1.50")Passed (44%)--1.0 D + 1.0 S (All Spans) Shear (lbs)800 @ 8 3/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1179 @ 1' 7 1/2"3438 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 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 Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"578 873 1452 None 2 - Trimmer - HF 1.50"1.50"1.50"578 873 1452 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' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 3"21' 6"16.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R8 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 9 / 4028 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1990 @ 4"12251 (5.50")Passed (16%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1556 @ 1' 3"6810 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5057 @ 5' 8 3/4"6937 Passed (73%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.119 @ 5' 8 3/4"0.360 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.208 @ 5' 8 3/4"0.540 Passed (L/624)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"1.50"844 1146 1990 None 2 - Column Cap - steel 5.50"5.50"1.50"844 1146 1990 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 5 1/2"N/A 13.2 -- 1 - Uniform (PSF)0 to 11' 5 1/2" (Top)8'16.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R9 1 piece(s) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 10 / 4029 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1869 @ 13' 5 1/4"12251 (5.50")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1529 @ 1' 3"6810 Passed (22%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5826 @ 6' 10 5/8"6937 Passed (84%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.195 @ 6' 10 5/8"0.437 Passed (L/807)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.352 @ 6' 10 5/8"0.655 Passed (L/446)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column Cap - steel 5.50"5.50"1.50"836 1033 1869 None 2 - Stud wall - HF 5.50"5.50"1.50"836 1033 1869 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 9 1/4"N/A 13.2 -- 1 - Uniform (PSF)0 to 13' 9 1/4" (Front)6'18.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 1 piece(s) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 11 / 4030 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)396 @ 2' 7"12251 (5.50")Passed (3%)--1.0 D + 1.0 S (All Spans) Shear (lbs)57 @ 1' 3"6810 Passed (1%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)172 @ 1' 5 1/2"6937 Passed (2%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.000 @ 1' 5 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.000 @ 1' 5 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column Cap - steel 5.50"5.50"1.50"177 219 396 None 2 - Stud wall - HF 5.50"5.50"1.50"177 219 396 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 11"N/A 13.2 -- 1 - Uniform (PSF)0 to 2' 11" (Front)6'18.0 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R11 1 piece(s) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 12 / 4031 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)382 @ 1 1/2"6563 (3.00")Passed (6%)--1.0 D + 1.0 S (All Spans) Shear (lbs)276 @ 1' 2 1/4"5434 Passed (5%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)765 @ 4' 3"7004 Passed (11%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.008 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.014 @ 4' 3"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"170 212 382 None 2 - Trimmer - HF 3.00"3.00"1.50"170 212 382 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 10.0 -- 1 - Uniform (PSF)0 to 8' 6"1'15.0 25.0 Roof 2 - Uniform (PSF)0 to 8' 6"1'15.0 25.0 Roof OH Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R12 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 13 / 4032 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1717 @ 1 1/2"6563 (3.00")Passed (26%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1455 @ 1' 2 1/4"5434 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6531 @ 8' 1 1/16"7004 Passed (93%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.273 @ 8' 2 9/16"0.542 Passed (L/715)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.469 @ 8' 2 9/16"0.813 Passed (L/416)--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 Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"716 1002 1717 None 2 - Trimmer - HF 3.00"3.00"1.50"670 930 1600 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 5' 10"4' 2"15.8 25.0 Roof 2 - Uniform (PSF)0 to 16' 6"1'15.8 25.0 Roof OH 3 - Uniform (PSF)5' 10" to 16' 6"3' 5"15.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R13 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 14 / 4033 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2402 @ 0 3281 (1.50")Passed (73%)--1.0 D + 1.0 S (All Spans) Shear (lbs)283 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)539 @ 3"3438 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.002 @ 1' 3"0.092 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.003 @ 1' 3 1/16"0.138 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"984 55 1418 2402 None 2 - Trimmer - HF 1.50"1.50"1.50"108 55 128 245 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 9"N/A 6.4 ---- 1 - Uniform (PSF)0 to 2' 9"1'10.0 40.0 -floor 2 - Uniform (PLF)0 to 3"N/A 80.0 -- 3 - Uniform (PSF)0 to 3"21' 7"16.2 -25.0 Upper Roof 4 - Point (lb)3"N/A 939 -1411 Linked from: R1, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 15 / 4034 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5502 @ 1 1/2"6825 (3.00")Passed (81%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4875 @ 7' 4 1/2"7466 Passed (65%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)11337 @ 4' 4 7/16"14792 Passed (77%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.129 @ 4' 3 5/16"0.275 Passed (L/765)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.231 @ 4' 3 3/8"0.412 Passed (L/429)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"2.42"2412 1615 2505 5502 None 2 - Trimmer - HF 6.00"6.00"3.37"3393 1710 4002 7676 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' 9"N/A 8.9 ---- 1 - Uniform (PSF)0 to 8' 9"9' 6"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 7' 11"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 7' 11"21' 7"16.2 -25.0 Upper Roof 4 - Uniform (PSF)0 to 8' 9"1'16.8 -25.0 Porch Roof 5 - Point (lb)7' 11"N/A 1339 -2016 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 Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U2 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 16 / 4035 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3899 @ 4' 3"6563 (3.00")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2680 @ 3' 4 1/4"4468 Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3133 @ 3' 3"5166 Passed (61%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.014 @ 2' 3 1/4"0.142 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.024 @ 2' 3 1/2"0.213 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"586 811 538 1598 None 2 - Trimmer - HF 3.00"3.00"1.78"1691 859 2085 3899 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 4 1/2"N/A 8.2 ---- 1 - Uniform (PSF)0 to 4' 4 1/2"9' 6 1/2"10.0 40.0 -FLOOR 2 - Uniform (PLF)3' 3" to 4' 4 1/2"N/A 80.0 --WALL 3 - Uniform (PSF)3' 3" to 4' 4 1/2"21' 7"16.2 -25.0 Upper Roof 4 - Point (lb)3' 3"N/A 1339 -2016 Linked from: R2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U3 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 17 / 4036 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)319 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)176 @ 8 3/4"3502 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)259 @ 1' 7 1/2"3438 Passed (8%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.001 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.003 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"210 65 81 319 None 2 - Trimmer - HF 1.50"1.50"1.50"210 65 81 319 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 3' 3"2'16.2 -25.0 Upper Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 18 / 4037 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)516 @ 0 3281 (1.50")Passed (16%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)372 @ 8 3/4"3502 Passed (11%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)677 @ 2' 7 1/2"3438 Passed (20%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.006 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.019 @ 2' 7 1/2"0.262 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 Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"338 105 131 516 None 2 - Trimmer - HF 1.50"1.50"1.50"338 105 131 516 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 5' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 5' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 5' 3"N/A 80.0 --WALL 3 - Uniform (PSF)0 to 5' 3"2'16.2 -25.0 Upper Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U5 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 19 / 4038 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1836 @ 1 1/2"6563 (3.00")Passed (28%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1176 @ 10 1/4"3045 Passed (39%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1957 @ 2' 4 1/2"2989 Passed (65%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.032 @ 2' 4 1/2"0.150 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.040 @ 2' 4 1/2"0.225 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 Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"379 1457 1836 None 2 - Trimmer - HF 3.00"3.00"1.50"379 1457 1836 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 4' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 9"15' 4"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U6 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 20 / 4039 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)903 @ 0 3281 (1.50")Passed (28%)--1.0 D + 1.0 L (All Spans) Shear (lbs)451 @ 8 3/4"3045 Passed (15%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)658 @ 1' 5 1/2"2989 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.004 @ 1' 5 1/2"0.097 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.006 @ 1' 5 1/2"0.146 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 Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"188 715 903 None 2 - Trimmer - HF 3.00"3.00"1.50"204 776 980 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' 1/2"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 1/2"12' 3"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 21 / 4040 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)9838 @ 19' 9 3/4"12251 (5.50")Passed (80%)--1.0 D + 1.0 L (All Spans) Shear (lbs)12783 @ 2' 4 1/4"20405 Passed (63%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)51329 @ 9' 11/16"76542 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.238 @ 10' 15/16"0.644 Passed (L/974)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.459 @ 9' 11"0.967 Passed (L/505)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 5.3% decrease in the moment capacity has been added to account for lateral stability. •Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 19' 4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column Cap - steel 7.25"7.25"5.17"12306 5085 3163 18492 Blocking 2 - Stud wall - HF 5.50"5.50"4.42"4306 5533 1804 9838 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 20' 1 3/4"N/A 28.1 ---- 1 - Uniform (PLF)0 to 1' 9" (Top)N/A 80.0 --WALL 2 - Uniform (PSF)0 to 1' 9" (Top)21' 6"16.2 -25.0 ROOF 3 - Uniform (PSF)0 to 1' 9" (Top)5'16.2 -25.0 LOWER ROOF 4 - Uniform (PLF)1' 9" to 8' (Top)N/A 305.0 475.5 164.5 Linked from: FJ1 (REF ONLY), Support 1 5 - Uniform (PLF)8' to 20' 1 3/4" (Top)N/A 323.0 536.0 160.0 Linked from: FJ2 (REF ONLY), Support 1 6 - Point (lb)1' 9" (Top)N/A 8704 498 460 Linked from: GT2 (FOR REF USE ONLY), Support 1 7 - Point (lb)8' (Top)N/A 619 638 376 Linked from: GT3 (FOR REF USE ONLY), Support 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U8 1 piece(s) 5 1/2" x 21" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 22 / 4041 of 82 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 23 / 4042 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5809 @ 4"12251 (5.50")Passed (47%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)4480 @ 1' 2 1/2"10057 Passed (45%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)13467 @ 5' 3 3/8"17078 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.211 @ 5' 2 3/4"0.332 Passed (L/567)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.383 @ 5' 2 9/16"0.498 Passed (L/312)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 11 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"2.61"2663 1160 3035 5809 None 2 - Column Cap - steel 5.50"5.50"1.61"2570 1160 3090 5757 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 10' 7 1/2"N/A 12.0 ---- 1 - Uniform (PSF)0 to 10' 7 1/2" (Front)5' 5 1/2"10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 10' 7 1/2" (Front)1'15.0 -25.0 Lower Roof 3 - Uniform (PLF)0 to 5' 6" (Front)N/A 80.0 --WALL 4 - Uniform (PSF)9' 6" to 10' 7 1/2" (Front)21' 7"16.2 -25.0 Upper Roof 5 - Uniform (PLF)9' 6" to 10' 7 1/2" (Front)N/A 80.0 --WALL 6 - Uniform (PSF)0 to 5' 6" (Front)21' 7"16.2 -25.0 Upper Roof 7 - Point (lb)5' 6" (Front)N/A 756 -1142 Linked from: R7, Support 1 8 - Point (lb)9' 6" (Front)N/A 756 -1142 Linked from: R7, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U9 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 24 / 4043 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3056 @ 1 1/2"6563 (3.00")Passed (47%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2016 @ 1' 1/4"4468 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4209 @ 3'5166 Passed (81%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.038 @ 3'0.192 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.068 @ 3'0.287 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1362 1694 3056 None 2 - Trimmer - HF 3.00"3.00"1.50"1362 1694 3056 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'N/A 8.2 -- 1 - Uniform (PSF)0 to 6'1'15.0 25.0 Porch Roof 2 - Uniform (PLF)0 to 6'N/A 80.0 - 3 - Uniform (PSF)0 to 6'21' 7"16.2 25.0 Upper Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U10 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 25 / 4044 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)923 @ 1 1/2"6563 (3.00")Passed (14%)--1.0 D + 1.0 L (All Spans) Shear (lbs)664 @ 10 1/4"3045 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1362 @ 3' 3 7/8"2989 Passed (46%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.045 @ 3' 4 1/8"0.215 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.058 @ 3' 4 1/8"0.313 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 (5/16"). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"202 721 923 None 2 - Trimmer - HF 3.00"3.00"1.50"191 677 868 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 6' 8 1/2"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 8 1/2"1'10.0 40.0 Residential - Living Areas 2 - Uniform (PSF)2' 6" to 6' 8 1/2"4'10.0 40.0 Residential - Living Areas 3 - Tapered (PSF)0 to 2' 6"5' 1 1/2" to 4'10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U11 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 26 / 4045 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4005 @ 2"4961 (3.50")Passed (81%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3327 @ 1' 5"8348 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)16108 @ 8' 4 1/2"21263 Passed (76%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.472 @ 8' 4 1/2"0.547 Passed (L/417)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.605 @ 8' 4 1/2"0.821 Passed (L/326)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 5". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 3.50"3.50"2.83"878 3127 4005 Blocking 2 - Stud wall - HF 5.50"5.50"2.88"895 3189 4084 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 16' 11"N/A 11.5 -- 1 - Uniform (PSF)0 to 16' 11" (Front)8' 4"10.0 40.0 Residential - Living Areas 2 - Uniform (PSF)0 to 16' 11" (Front)1'10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U12 1 piece(s) 3 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 27 / 4046 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)866 @ 0 3281 (1.50")Passed (26%)--1.0 D + 1.0 L (All Spans) Shear (lbs)478 @ 8 3/4"3045 Passed (16%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)704 @ 1' 7 1/2"2989 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.008 @ 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 Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"325 542 81 866 None 2 - Trimmer - HF 1.50"1.50"1.50"325 542 81 866 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"8' 4"10.0 40.0 -Residential - Living Areas 2 - Uniform (PLF)0 to 3' 3"N/A 80.0 -- 3 - Uniform (PSF)0 to 3' 3"2'15.0 -25.0 Upper Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U13 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 28 / 4047 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)9423 @ 1' 8 3/4"12513 (5.50")Passed (75%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2333 @ 10 1/2"4174 Passed (56%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)210 @ 10' 1 1/8"6563 Passed (3%)1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs)-3514 @ 1' 8 3/4"4474 Passed (79%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.093 @ 6' 10 7/8"0.345 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.179 @ 0 0.200 Passed (2L/232)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (0.2"). •A 1.7% decrease in the moment capacity has been added to account for lateral stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 11 11/16". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 1". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Beam - GLB 5.50"5.50"4.14"8704 498 460 9423 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"-194 441/-6 -40 247/-234 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 12' 5"N/A 6.4 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)1'10.0 40.0 -Residential - Living Areas 2 - Uniform (PLF)0 to 1' 6" (Front)N/A 80.0 -- 3 - Uniform (PSF)0 to 1' 6" (Front)10' 2 1/2"18.0 -25.0 Upper Roof 4 - Uniform (PSF)0 to 1' 6" (Front)1'15.0 -25.0 Lower Roof 5 - Uniform (PSF)1' 6" to 12' 5" (Front)2'10.0 40.0 -Residential - Living Areas 6 - Point (lb)1' 4" (Front)N/A 7779 --C1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, GT2 (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 7 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 29 / 4048 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1380 @ 3' 2 3/4"12513 (5.50")Passed (11%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)714 @ 2' 6"4267 Passed (17%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)985 @ 9' 3 1/16"4200 Passed (23%)1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-lbs)-1687 @ 3' 2 3/4"3657 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.163 @ 0 0.215 Passed (2L/476)--1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in)0.304 @ 0 0.323 Passed (2L/256)--1.0 D + 0.75 L + 0.75 S (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •A 1.8% decrease in the moment capacity has been added to account for lateral stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 7 15/16". •Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 11/16". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Beam - GLB 5.50"5.50"1.50"619 638 376 1380 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"49 441/-26 -73 490/-25 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 11"N/A 5.1 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)1'10.0 40.0 -Residential - Living Areas 2 - Uniform (PLF)0 to 1' 6" (Front)N/A 80.0 -- 3 - Uniform (PSF)0 to 1' 6" (Front)7' 1"18.0 -25.0 Upper Roof 4 - Uniform (PSF)0 to 1' 6" (Front)1'15.0 -25.0 Lower Roof 5 - Uniform (PSF)1' 6" to 13' 11" (Front)2'10.0 40.0 -Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, GT3 (FOR REF USE ONLY) 1 piece(s) 3 1/2" x 6" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 30 / 4049 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2733 @ 4' 3"3281 (1.50")Passed (83%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1870 @ 3' 4 1/4"4468 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3218 @ 2' 7"5166 Passed (62%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.014 @ 2' 2 7/16"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.023 @ 2' 2 7/16"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"539 85 730 1269 None 2 - Trimmer - HF 1.50"1.50"1.50"1151 85 1582 2733 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 8.2 ---- 1 - Uniform (PSF)0 to 4' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)2' 7" to 4' 3"N/A 80.0 -- 3 - Uniform (PSF)2' 7" to 4' 3"21' 7 7/16"15.0 -25.0 Upper Roof 4 - Point (lb)2' 7"N/A 939 -1411 Linked from: R1, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U14 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 31 / 4050 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2043 @ 0 3281 (1.50")Passed (62%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1342 @ 8 3/4"3502 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2170 @ 2' 1 1/2"3438 Passed (63%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.040 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"894 85 1149 2043 None 2 - Trimmer - HF 1.50"1.50"1.50"894 85 1149 2043 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 4' 3"1'10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 4' 3"N/A 80.0 -- 3 - Uniform (PSF)0 to 4' 3"21' 7 7/16"15.0 -25.0 Upper Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, U15 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 32 / 4051 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)983 @ 21' 8 1/2"1505 (3.50")Passed (65%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)1009 @ 2' 1 1/2"2425 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4572 @ 12' 1 3/4"9465 Passed (48%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.257 @ 11' 9 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.299 @ 11' 11 1/16"0.991 Passed (L/795)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 45 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Beam - HF 5.50"5.50"3.50"610 951 329 1570 Blocking 2 - Stud wall - HF 5.50"4.25"1.75"171 823 -29 994 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)9' 7" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 22' 1"24"10.0 40.0 -Residential - Living Areas 2 - Point (lb)0 N/A 160 --WALL 3 - Point (lb)0 N/A 60 -100 ROOF 4 - Point (lb)0 N/A 120 -200 LOWER ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, FJ1 (REF ONLY) 1 piece(s) 18" TJI® 360 @ 24" OC ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 33 / 4052 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)959 @ 23' 1/2"1505 (3.50")Passed (64%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)1047 @ 3' 5 1/2"2425 Passed (43%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4347 @ 13' 8 5/8"9465 Passed (46%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.257 @ 13' 1 5/8"0.660 Passed (L/926)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.284 @ 13' 4 3/16"0.991 Passed (L/837)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 45 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Beam - HF 5.50"5.50"3.50"646 1072 320 1718 Blocking 2 - Stud wall - HF 5.50"4.25"1.75"147 823/-13 -45 970 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 8" o/c Bottom Edge (Lu)8' 3" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 23' 5"24"10.0 40.0 -Residential - Living Areas 2 - Point (lb)0 N/A 160 --WALL 3 - Point (lb)0 N/A 60 -100 ROOF 4 - Point (lb)0 N/A 105 -175 LOWER ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED IPPER FLOOR FRAMING, FJ2 (REF ONLY) 1 piece(s) 18" TJI® 360 @ 24" OC ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 34 / 4053 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1165 @ 2"7656 (3.50")Passed (15%)--1.0 D + 1.0 L (All Spans) Shear (lbs)712 @ 1' 3/4"3885 Passed (18%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1402 @ 2' 8 3/4"4492 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.014 @ 2' 8 3/4"0.171 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.018 @ 2' 8 3/4"0.256 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - HF 3.50"3.50"1.50"251 914 1165 None 2 - Column - HF 3.50"3.50"1.50"251 914 1165 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 5 1/2"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 5 1/2" (Front)8' 4 1/2"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 35 / 4054 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)371 @ 2 1/2"2126 (3.50")Passed (17%)--1.0 D + 1.0 L (All Spans) Shear (lbs)300 @ 1' 3/4"1388 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)956 @ 5' 6 3/4"1917 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.123 @ 5' 6 3/4"0.268 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.153 @ 5' 6 3/4"0.535 Passed (L/838)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"3.50"1.50"74 297 371 Blocking 2 - Beam - DF 3.50"3.50"1.50"74 297 371 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 11' 1 1/2"16"10.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 36 / 4055 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1831 @ 2"4253 (3.50")Passed (43%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1221 @ 1' 3/4"2775 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2621 @ 3' 2 1/4"3333 Passed (79%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.045 @ 3' 2 1/4"0.201 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.067 @ 3' 2 1/4"0.302 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - HF 3.50"3.50"1.51"588 1243 1831 None 2 - Column - HF 3.50"3.50"1.51"588 1243 1831 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 4 1/2"N/A 7.0 -- 1 - Uniform (PSF)0 to 6' 4 1/2" (Front)1' 4"10.0 40.0 Residential - Living Areas 2 - Uniform (PLF)0 to 6' 4 1/2" (Front)N/A 80.0 -LBW 3 - Uniform (PSF)0 to 6' 4 1/2" (Front)8' 5"10.0 40.0 Upper Floor Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 2 piece(s) 2 x 10 HF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 37 / 4056 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3279 @ 2"7656 (3.50")Passed (43%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1993 @ 1' 3/4"3885 Passed (51%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3911 @ 2' 8 1/2"4492 Passed (87%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.036 @ 2' 8 1/2"0.169 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.049 @ 2' 8 1/2"0.254 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column Cap - steel 3.50"3.50"1.50"869 2410 3279 Blocking 2 - Column Cap - steel 3.50"3.50"1.50"869 2410 3279 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 5"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 5" (Top)7' 3"10.0 40.0 FLOOR 2 - Uniform (PLF)0 to 5' 5" (Top)N/A 90.0 -WALL 3 - Uniform (PSF)0 to 5' 5" (Top)15'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 38 / 4057 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1521 @ 2"4961 (3.50")Passed (31%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)990 @ 1' 3/4"3238 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2204 @ 3' 4 1/2"4242 Passed (52%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.049 @ 3' 4 1/2"0.214 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.057 @ 3' 4 1/2"0.321 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column Cap - steel 3.50"3.50"1.50"230 1215 506 1521 Blocking 2 - Column Cap - steel 3.50"3.50"1.50"230 1215 506 1521 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 9"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 9" (Top)6'10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 HF No.2 ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 39 / 4058 of 82 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)533 @ 11' 2 1/2"911 (1.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)434 @ 10' 5 1/4"1388 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1369 @ 5' 9 1/2"1917 Passed (71%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.205 @ 5' 9 1/2"0.271 Passed (L/635)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.237 @ 5' 9 1/2"0.542 Passed (L/549)--1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"4.25"1.50"77 463 193 570 1 1/4" Rim Board 2 - Hanger on 9 1/4" HF beam 5.50"Hanger¹1.50"78 470 196 578 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU28 1.50"N/A 8-10dx1.5 6-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 11' 8"16"10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Rush Residential Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M6 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 4/7/2023 5:31:03 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6 File Name: 230150 - BEAM CALCULATIONS Maple A Page 40 / 4059 of 82 60 of 82 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 = 61 of 82 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 62 of 82 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 = 63 of 82 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 64 of 82 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 = 65 of 82 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 66 of 82 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 = 67 of 82 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 68 of 82 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 = 69 of 82 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 70 of 82 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 = 71 of 82 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 72 of 82 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 . 73 of 82 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 74 of 82 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 . 75 of 82 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 76 of 82 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 77 of 82 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. 78 of 82 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 79 of 82 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. 80 of 82 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 81 of 82 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. 82 of 82