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VS 6 ENGINEERING CALCULATIONS
2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: VISTA DAYLIGHT BASEMENT 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 Si RESPONSE Ss <15% NONE NONE 12" 0.4659 1.2869 VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES SITE: 15416 ELLIE CT SE YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, RE 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 240036 DATE 02.19.18 APPROX. ELEVATION 366 FT Digitally signed by John Hodge Date: 2024.02.18 11:38:50 -08,00, COPYRIGHT ©2024 HODGE ENGINEERING, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER WAC 1w-23-010 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 66 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 66 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: 15416 Ellie Ct SE, Yelm, WA 98597 Plan: Vista Daylight Basement Job: 240036 Roof Snow Load: 25 PSF as determined below Four 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”. o 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 = 360 ft. from Google Earth Ground snow load = NGSL x elevation = 0.050 * 360 = 18 psf = pg 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications o SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) 3. ASCE 7-16 Chapter 7 Snow Loads o Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 C e 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 4. Local Jurisdiction’s Determination o Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 3 of 66 ASCE Hazards Report Site: 15416 Ellie Ct SE, Yelm, WA 98597 Plan: Vista Daylight Basement Job: 240036 City of Yelm Standard:ASCE/SEI 7-16 Latitude:46.934831 Risk Category:II Longitude:-122.613055 Soil Class:D - Default (see Section 11.4.3) Elevation:366.0102270502534 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Tue Jan 30 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 4https://ascehazardtool.org/Tue Jan 30 20244 of 66 SS : 1.286 S1 : 0.465 F a : 1.2 F v : N/A SMS : 1.543 SM1 : N/A SDS : 1.029 SD1 : N/A T L : 16 PGA : 0.512 PGA M : 0.614 F PGA : 1.2 Ie : 1 C v : 1.357 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Tue Jan 30 2024 Page 2 of 4https://ascehazardtool.org/Tue Jan 30 20245 of 66 Flood Results: Data Source: Date Accessed: FIRM Panel: Insurance Study Note: Flood Zone Categorization: X (unshaded) Base Flood Elevation: FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US, where modernized (https://msc.fema.gov/portal/search) Tue Jan 30 2024 If available, download FIRM panel here Download FEMA Flood Insurance Study for this area here Page 3 of 4https://ascehazardtool.org/Tue Jan 30 20246 of 66 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 4 of 4https://ascehazardtool.org/Tue Jan 30 20247 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS A.wsw Feb. 17, 2024 09:53:19 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' D-1 3 - 1 A-1 1 - 1 C-1 2 - 1 C-2 3- 4 3 - 3 3- 2 1620227022892270301930002289292716741674101816749891018989167420301091100314599181091100320581775145991813 8 85446274725446275445834956273447258254458362749548460423 7 812711271963223528 1 017565625611756562561Loads: 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 8 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS A.wsw Feb. 17, 2024 09:53:19 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' D-1 3 - 3 A-1 1 - 1 B-1 2- 1 C-1 3 - 1 3- 2 1275227022892270228921861674167414661091145913741091145913741 0 9 254462747254462747217 5 41271127120 8 112011201Loads: 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 9 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS A.wsw Feb. 17, 2024 09:53:19 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' D-1 3 - 1 A-1 1 - 1 C-1 2 - 1 C-2 3- 4 3 - 3 3- 2 18061806160316161603243024171616474847481867186716511867160516511605186725742574870800116473287080019631737116473262 3 62 31752021521752021752622222027215226117526220222221726924 1 5 24 1 5963963978194118 8 3 18 8 3988377376988377376Loads: 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 10 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS A.wsw Feb. 17, 2024 09:53:19 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25' -6.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' 51.67' 53.33' D-1 3 - 3 A-1 1 - 1 B-1 2- 1 C-1 3 - 1 3- 2 9009001603161616031616243824381867186711691169870116410968701164109635 2 3 5 217520215217520215213 2 8 13 2 896396310 6 8 10 6 8616616Loads: 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 11 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 Project Information DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor - Temperature Range - Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 0.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 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: 366ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.470g Ss: 1.290g Fundamental Period E-W N-S T Used 0.203s 0.203s Approximate Ta 0.203s 0.203s Maximum T 0.284s 0.284s 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 83 mph 1 12 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 19.94 0.0 Level 2 10.94 11.3 9.00 15.0 15.7 Level 1 2.00 0.0 8.00 3.8 4.5 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 3.00 North Side 18.4 2.00 Extent X,Y =24.00 48.00 South Side 18.4 2.00 Ridge Y Location, Offset 27.00 0.00 East Gable 90.0 2.00 Ridge Elevation, Height 27.92 7.98 West Gable 90.0 2.00 Block 2 2 Story N-S Ridge Location X,Y =0.00 1.92 North Joined 161.6 2.00 Extent X,Y =24.00 1.08 South Gable 90.0 2.00 Ridge X Location, Offset 12.00 0.00 East Side 26.6 2.00 Ridge Elevation, Height 25.95 6.01 West Side 26.6 2.00 Block 3 2 Story N-S Ridge Location X,Y =5.92 0.00 North Joined 90.0 2.00 Extent X,Y =18.33 2.00 South Gable 90.0 2.00 Ridge X Location, Offset 15.08 0.00 East Side 26.6 2.00 Ridge Elevation, Height 24.53 4.59 West Side 26.6 2.00 2 13 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 SW1 5 2 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 14 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 1 0.00 12.67 51.00 38.33 27.67 - 9.00 Wall 1-1 Seg 1 0.00 12.67 51.00 38.33 27.67 - - Segment 1 -- 12.67 18.67 6.00 - 1.50 - Opening 1 -- 18.67 23.67 5.00 - - 7.00 Segment 2 -- 23.67 37.08 13.42 - 0.67 - Opening 2 -- 37.08 39.08 2.00 - - 7.00 Segment 3 -- 39.08 47.33 8.25 - 1.09 - Opening 3 -- 47.33 49.33 2.00 - - 7.00 Segment 4 -- 49.33 51.00 1.67 - 5.40 - Level 1 Line 1 1 0.00 20.00 51.00 31.00 21.00 - 8.00 Wall 1-1 Seg 1 0.00 20.00 51.00 31.00 21.00 - - Segment 1 -- 20.00 27.08 7.08 - 1.13 - Opening 1 -- 27.08 30.08 3.00 - - 7.00 Segment 2 -- 30.08 33.33 3.25 - 2.46 - Opening 2 -- 33.33 35.83 2.50 - - 7.00 Segment 3 -- 35.83 39.00 3.17 - 2.53 - Opening 3 -- 39.00 43.50 4.50 - - 7.00 Segment 4 -- 43.50 51.00 7.50 - 1.07 - Line 2 Level 2 Line 2 Seg 1 6.00 0.00 51.00 51.00 12.67 - 9.00 Wall 2-1 Seg 1 6.00 0.00 12.67 12.67 12.67 0.71 - Level 1 Line 2 Seg 1 6.00 0.00 51.00 51.00 20.00 - 8.00 Wall 2-1 Seg 1 6.00 0.00 20.00 20.00 20.00 0.40 - Line 3 Level 2 Line 3 1 24.00 0.00 51.00 51.00 20.00 - 9.00 Wall 3-1 Seg 1 24.00 0.00 20.00 20.00 20.00 0.45 - Wall 3-2 NSW 24.00 20.00 34.00 14.00 0.00 1.00 - Wall 3-3 NSW 24.00 34.00 51.00 17.00 0.00 1.00 - Level 1 Line 3 1 24.00 0.00 51.00 51.00 41.00 - 8.00 Wall 3-1 Seg 1 24.00 0.00 20.00 20.00 20.00 0.40 - Wall 3-2 Seg 1 24.00 20.00 30.00 10.00 10.00 0.80 - Wall 3-3 NSW 24.00 30.00 40.00 10.00 0.00 1.00 - Wall 3-4 Seg 1 24.00 40.00 51.00 11.00 11.00 0.73 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 0.00 6.00 24.00 18.00 6.00 - 9.00 Wall A-1 Seg 2 0.00 6.00 24.00 18.00 6.00 - - Segment 1 -- 6.00 9.00 3.00 - 3.00 - Opening 1 -- 9.00 21.00 12.00 - - 7.00 Segment 2 -- 21.00 24.00 3.00 - 3.00 - Level 1 Line A Seg 1 0.00 6.00 24.00 18.00 18.00 - 8.00 Wall A-1 Seg 1 0.00 6.00 24.00 18.00 18.00 0.44 - Line B Level 2 Line B 12.67 0.00 24.00 24.00 0.00 - 9.00 Wall B-1 Seg 12.67 0.00 6.00 6.00 0.00 - - Segment 1 -- 0.00 1.08 1.08 - 8.31 - Opening 1 -- 1.08 4.67 3.58 - - 7.00 Segment 2 -- 4.67 6.00 1.33 - 6.75 - Line C Level 2 Line C Seg 1 20.00 0.00 24.00 24.00 12.00 - 9.00 Wall C-1 Seg 1 20.00 10.00 22.00 12.00 12.00 0.75 - Level 1 Line C 1 20.00 0.00 24.00 24.00 24.00 - 8.00 Wall C-1 Seg 1 20.00 0.00 6.00 6.00 6.00 1.33 - Wall C-2 Seg 1 20.00 6.00 24.00 18.00 18.00 0.44 - Line D Level 2 4 15 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line D 1 51.00 0.00 24.00 24.00 10.67 - 9.00 Wall D-1 Seg 1 51.00 0.00 24.00 24.00 10.67 - - Segment 1 -- 0.00 2.92 2.92 - 3.09 - Opening 1 -- 2.92 12.25 9.33 - - 7.00 Segment 2 -- 12.25 16.25 4.00 - 2.25 - Opening 2 -- 16.25 20.25 4.00 - - 7.00 Segment 3 -- 20.25 24.00 3.75 - 2.40 - Level 1 Line D 1 51.00 0.00 24.00 24.00 24.00 - 8.00 Wall D-1 FT 1 51.00 0.00 24.00 24.00 24.00 - - Segment 1 -- 0.00 14.25 14.25 - 0.28 - Opening 1 -- 14.25 20.25 6.00 - - 4.00 Segment 2 -- 20.25 24.00 3.75 - 1.07 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 5 16 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm 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 17 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 352 - - - 339 - - 9366 - Wall 1-1 1 Both - - 352 - 1.0 - 339 - - 9366 - Seg. 1 - Both 12.7 0.0 76 - 1.0 - 339 - 339 2031 0.04 Seg. 2 - Both 12.7 0.0 171 - 1.0 - 339 - 339 4542 0.04 Seg. 3 - Both 12.7 0.0 105 - 1.0 - 339 - 339 2793 0.04 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln1, Lev1 - Both - - 623 - - - 339 - - 6679 - Wall 1-1 1 Both - - 623 - 1.0 - 339 - - 6679 - Seg. 1 - Both 31.6 0.0 224 - 1.0 - 339 - 339 2398 0.09 Seg. 2 - Both 25.7 0.0 83 - .81 - 275 - 275 894 0.09 Seg. 3 - Both 25.0 0.0 79 - .79 - 268 - 268 849 0.09 Seg. 4 - Both 31.6 0.0 237 - 1.0 - 339 - 339 2539 0.09 Line 2 Level 2 Ln2, Lev2 - Both - - 1328 - - - 339 - - 4288 - Wall 2-1 1 Both 104.9 - 1328 - 1.0 - 339 - 339 4288 0.31 Level 1 Ln2, Lev1 - Both - - 2415 - - - 339 - - 6770 - Wall 2-1 1 Both 120.8 - 2415 - 1.0 - 339 - 339 6770 0.36 Line 3 Level 2 Ln3, Lev2 - Both - - 1068 - - - 339 - - 6770 - Wall 3-1 1 Both 53.4 - 1068 - 1.0 - 339 - 339 6770 0.16 Level 1 Ln3, Lev1 - Both - - 1883 - - - 339 - - 13879 - Wall 3-1 1 Both 45.9 - 918 - 1.0 - 339 - 339 6770 0.14 Wall 3-2 1 Both 45.9 - 459 - 1.0 - 339 - 339 3385 0.14 Wall 3-4 1 Both 45.9 - 505 - 1.0 - 339 - 339 3724 0.14 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 900 - - - 638 - - 2552 - Wall A-1 2 Both - - 900 - 1.0 - 638 - - 2552 - Seg. 1 - Both 150.0 0.0 450 - .67 - 425 - 425 1276 0.35 Seg. 2 - Both 150.0 0.0 450 - .67 - 425 - 425 1276 0.35 Level 1 LnA, Lev1 1 Both 100.3 - 1806 - 1.0 - 339 - 339 6093 0.30 Line C Level 2 LnC, Lev2 - Both - - 2438 - - - 339 - - 4062 - Wall C-1 1 Both 203.1 - 2438 - 1.0 - 339 - 339 4062 0.60 Level 1 LnC, Lev1 - Both - - 4748 - - - 339 - - 8124 - Wall C-1 1 Both 197.8 - 1187 - 1.0 - 339 - 339 2031 0.58 Wall C-2 1 Both 197.8 - 3561 - 1.0 - 339 - 339 6093 0.58 Line D Level 2 LnD, Lev2 - Both - - 1169 - - - 339 - - 2901 - Wall D-1 1 Both - - 1169 - 1.0 - 339 - - 2901 - Seg. 1 - Both 88.4 0.0 258 - .65 - 219 - 219 640 0.40 Seg. 2 - Both 121.3 0.0 485 - .89 - 301 - 301 1204 0.40 Seg. 3 - Both 113.7 0.0 426 - .83 - 282 - 282 1058 0.40 Level 1 LnD, Lev1 - Both - - 2574 - - - 339 - - 8124 - Wall D-1 1 Both - - 2574 - 1.0 - 339 - - 8124 - Seg. 1 - Both 143.0 71.5 2037 - 1.0 - 339 - 339 4824 0.42 Open. 1 - Both - 214.5 1287 - - - 339 - 339 2031 0.63 Seg. 2 - Both 143.0 71.5 536 - 1.0 - 339 - 339 1269 0.42 Legend: 7 18 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 19 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force [lbs] [lbs][sq.ft]E-W N-S E-W:Fpx Design N-S:Fpx Design 2 36523 1148.0 7038 7038 5277 5277 5277 5277 1 24546 1104.0 2357 2357 3546 3546 3546 3546 All 61069 - 9395 9395 - - - - 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 20 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 1092 - - - 242 - - 6690 - Wall 1-1 1 Both - - 1092 - 1.0 - 242 - - 6690 - Seg. 1 - Both 39.5 0.0 237 - 1.0 - 242 - 242 1451 0.16 Seg. 2 - Both 39.5 0.0 529 - 1.0 - 242 - 242 3244 0.16 Seg. 3 - Both 39.5 0.0 326 - 1.0 - 242 - 242 1995 0.16 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln1, Lev1 - Both - - 1388 - - - 242 - - 4771 - Wall 1-1 1 Both - - 1388 - 1.0 - 242 - - 4771 - Seg. 1 - Both 70.3 0.0 498 - 1.0 - 242 - 242 1713 0.29 Seg. 2 - Both 57.2 0.0 186 - .81 - 196 - 196 639 0.29 Seg. 3 - Both 55.7 0.0 176 - .79 - 191 - 191 606 0.29 Seg. 4 - Both 70.3 0.0 528 - 1.0 - 242 - 242 1814 0.29 Line 2 Level 2 Ln2, Lev2 - Both - - 1754 - - - 242 - - 3063 - Wall 2-1 1 Both 138.5 - 1754 - 1.0 - 242 - 242 3063 0.57 Level 1 Ln2, Lev1 - Both - - 2378 - - - 242 - - 4836 - Wall 2-1 1 Both 118.9 - 2378 - 1.0 - 242 - 242 4836 0.49 Line 3 Level 2 Ln3, Lev2 - Both - - 2081 - - - 242 - - 4836 - Wall 3-1 1 Both 104.1 - 2081 - 1.0 - 242 - 242 4836 0.43 Level 1 Ln3, Lev1 - Both - - 2810 - - - 242 - - 9914 - Wall 3-1 1 Both 68.5 - 1371 - 1.0 - 242 - 242 4836 0.28 Wall 3-2 1 Both 68.5 - 685 - 1.0 - 242 - 242 2418 0.28 Wall 3-4 1 Both 68.5 - 754 - 1.0 - 242 - 242 2660 0.28 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 1275 - - - 456 - - 1823 - Wall A-1 2^Both - - 1275 - 1.0 - 456 - - 1823 - Seg. 1 - Both 212.5 0.0 637 - .67 - 304 - 304 911 0.70 Seg. 2 - Both 212.5 0.0 637 - .67 - 304 - 304 911 0.70 Level 1 LnA, Lev1 1 Both 90.0 - 1620 - 1.0 - 242 - 242 4352 0.37 Line C Level 2 LnC, Lev2 - Both - - 2186 - - - 242 - - 2902 - Wall C-1 1^Both 182.2 - 2186 - 1.0 - 242 - 242 2902 0.75 Level 1 LnC, Lev1 - Both - - 2927 - - - 242 - - 5803 - Wall C-1 1 Both 122.0 - 732 - 1.0 - 242 - 242 1451 0.50 Wall C-2 1 Both 122.0 - 2195 - 1.0 - 242 - 242 4352 0.50 Line D Level 2 LnD, Lev2 - Both - - 1466 - - - 242 - - 2072 - Wall D-1 1 Both - - 1466 - 1.0 - 242 - - 2072 - Seg. 1 - Both 110.8 0.0 323 - .65 - 157 - 157 457 0.71 Seg. 2 - Both 152.0 0.0 608 - .89 - 215 - 215 860 0.71 Seg. 3 - Both 142.5 0.0 534 - .83 - 202 - 202 756 0.71 Level 1 LnD, Lev1 - Both - - 2030 - - - 242 - - 5803 - Wall D-1 1 Both - - 2030 - 1.0 - 242 - - 5803 - Seg. 1 - Both 112.8 56.4 1607 - 1.0 - 242 - 242 3446 0.47 Open. 1 - Both - 169.2 1015 - - - 242 - 242 1451 0.70 Seg. 2 - Both 112.8 56.4 423 - 1.0 - 242 - 242 907 0.47 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 10 21 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS A.wsw Feb. 18, 2024 08:44:19 per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 22 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS B.wsw Feb. 17, 2024 09:58:10 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' D-1 3- 1 A-1 1 - 1 B-1 2- 1 C-1 1 - 3 1- 2 114217102516251617103033523522317180010051005180015915518411528151856483820 1 81319513131951318 1 3302530251 5 2 245947238278293245800320Loads: 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 23 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS B.wsw Feb. 17, 2024 09:58:10 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' D-1 3- 1 A-1 B-1 2- 1 1 - 1 1 - 2 C-1 9621710171017101710174418001800109682884183882884183814 0 980880812 6 9116011601 1 2 4472382320472382320Loads: 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 24 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS B.wsw Feb. 17, 2024 09:58:10 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' D-1 3- 1 A-1 1 - 1 B-1 2- 1 C-1 1 - 3 1- 2 10811081119719601960119790690610521052368036802069159615962069203620364316581539153144165611 7 8 11 7 863629963629917 9 3 17 9 32614261477 5 7 7 523417314035240716359117Loads: 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 25 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)240036 - LATERAL ANALYSIS B.wsw Feb. 17, 2024 09:58:10 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' 48.33' 50' D-1 3- 1 A-1 B-1 2- 1 1 - 1 1 - 2 C-1 6736731197119711971197200420042069206985885864865865664865865658 9 58 933833884 2 84 276976941 2 4 1 2173140117173140117Loads: 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 26 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 Project Information DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor - Temperature Range - Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 0.00 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 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: 366ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.470g Ss: 1.290g Fundamental Period E-W N-S T Used 0.202s 0.202s Approximate Ta 0.202s 0.202s Maximum T 0.282s 0.282s 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 83 mph 1 27 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 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 19.94 0.0 Level 2 11.94 11.3 8.00 15.0 15.7 Level 1 2.00 0.0 9.00 3.8 4.5 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 0.00 North Side 18.4 2.00 Extent X,Y =21.00 46.00 South Side 18.4 2.00 Ridge Y Location, Offset 23.00 0.00 East Gable 90.0 2.00 Ridge Elevation, Height 27.59 7.65 West Gable 90.0 2.00 Block 2 2 Story N-S Ridge Location X,Y =13.00 -2.00 North Joined 161.6 2.00 Extent X,Y =8.00 2.00 South Gable 90.0 2.00 Ridge X Location, Offset 17.00 0.00 East Side 26.6 2.00 Ridge Elevation, Height 21.94 2.00 West Side 26.6 2.00 2 28 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 6 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 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 29 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 1 0.00 0.00 46.00 46.00 20.00 - 8.00 Wall 1-1 Seg 1 0.00 0.00 20.00 20.00 20.00 0.40 - Wall 1-2 NSW 0.00 20.00 46.00 26.00 0.00 1.00 - Level 1 Line 1 1 0.00 0.00 46.00 46.00 36.00 - 9.00 Wall 1-1 Seg 1 0.00 0.00 20.00 20.00 20.00 0.45 - Wall 1-2 NSW 0.00 20.00 30.00 10.00 0.00 1.00 - Wall 1-3 Seg 1 0.00 30.00 46.00 16.00 16.00 0.56 - Line 2 Level 2 Line 2 Seg 1 13.00 0.00 46.00 46.00 9.00 - 8.00 Wall 2-1 Seg 1 13.00 0.00 9.00 9.00 9.00 0.89 - Level 1 Line 2 Seg 1 13.00 0.00 46.00 46.00 9.00 - 9.00 Wall 2-1 Seg 1 13.00 0.00 9.00 9.00 9.00 1.00 - Line 3 Level 2 Line 3 1 21.00 9.00 46.00 37.00 33.00 - 8.00 Wall 3-1 Seg 1 21.00 9.00 46.00 37.00 33.00 - - Segment 1 -- 9.00 30.83 21.83 - 0.37 - Opening 1 -- 30.83 32.83 2.00 - - 7.00 Segment 2 -- 32.83 41.67 8.83 - 0.91 - Opening 2 -- 41.67 43.67 2.00 - - 7.00 Segment 3 -- 43.67 46.00 2.33 - 3.43 - Level 1 Line 3 1 21.00 9.00 46.00 37.00 30.25 - 9.00 Wall 3-1 Seg 1 21.00 9.00 46.00 37.00 30.25 - - Segment 1 -- 9.00 26.50 17.50 - 0.51 - Opening 1 -- 26.50 29.50 3.00 - - 4.00 Segment 2 -- 29.50 30.75 1.25 - 7.20 - Opening 2 -- 30.75 33.25 2.50 - - 4.00 Segment 3 -- 33.25 46.00 12.75 - 0.71 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 0.00 0.00 13.00 13.00 5.00 - 8.00 Wall A-1 Seg 2 0.00 0.00 13.00 13.00 5.00 - - Segment 1 -- 0.00 2.50 2.50 - 3.20 - Opening 1 -- 2.50 10.50 8.00 - - 7.00 Segment 2 -- 10.50 13.00 2.50 - 3.20 - Level 1 Line A Seg 1 0.00 0.00 13.00 13.00 13.00 - 9.00 Wall A-1 Seg 1 0.00 0.00 13.00 13.00 13.00 0.69 - Line B Level 2 Line B 9.00 13.00 21.00 8.00 0.00 - 8.00 Wall B-1 NSW 9.00 13.00 21.00 8.00 0.00 - - Segment 1 -- 13.00 13.00 0.00 - - - Opening 1 -- 13.00 16.50 3.50 - - 7.00 Segment 2 -- 16.50 21.00 4.50 - - - Level 1 Line B Seg 1 9.00 0.00 21.00 21.00 8.00 - 9.00 Wall B-1 Seg 1 9.00 13.00 21.00 8.00 8.00 1.13 - Line C Level 2 Line C Seg 1 20.00 0.00 21.00 21.00 8.00 - 8.00 Wall C-1 Seg 1 20.00 2.00 10.00 8.00 8.00 1.00 - Level 1 Line C Seg 1 20.00 0.00 21.00 21.00 21.00 - 9.00 Wall C-1 Seg 1 20.00 0.00 21.00 21.00 21.00 0.43 - Line D Level 2 Line D 1 46.00 0.00 21.00 21.00 11.25 - 8.00 Wall D-1 Seg 1 46.00 0.00 21.00 21.00 11.25 - - Segment 1 -- 0.00 4.25 4.25 - 1.88 - Opening 1 -- 4.25 8.00 3.75 - - 7.00 4 30 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 2 -- 8.00 11.42 3.42 - 2.34 - Opening 2 -- 11.42 17.42 6.00 - - 7.00 Segment 3 -- 17.42 21.00 3.58 - 2.23 - Level 1 Line D 1 46.00 0.00 21.00 21.00 21.00 - 9.00 Wall D-1 FT 1 46.00 0.00 21.00 21.00 21.00 - - Segment 1 -- 0.00 2.58 2.58 - 1.55 - Opening 1 -- 2.58 8.58 6.00 - - 4.00 Segment 2 -- 8.58 21.00 12.42 - 0.32 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 5 31 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm 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 32 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 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 - - 589 - - - 339 - - 6770 - Wall 1-1 1 Both 29.4 - 589 - 1.0 - 339 - 339 6770 0.09 Level 1 Ln1, Lev1 - Both - - 1178 - - - 339 - - 12187 - Wall 1-1 1 Both 32.7 - 654 - 1.0 - 339 - 339 6770 0.10 Wall 1-3 1 Both 32.7 - 523 - 1.0 - 339 - 339 5416 0.10 Line 2 Level 2 Ln2, Lev2 - Both - - 842 - - - 339 - - 3047 - Wall 2-1 1 Both 93.5 - 842 - 1.0 - 339 - 339 3047 0.28 Level 1 Ln2, Lev1 - Both - - 1793 - - - 339 - - 3047 - Wall 2-1 1 Both 199.2 - 1793 - 1.0 - 339 - 339 3047 0.59 Line 3 Level 2 Ln3, Lev2 - Both - - 412 - - - 339 - - 10842 - Wall 3-1 1 Both - - 412 - 1.0 - 339 - - 10842 - Seg. 1 - Both 12.9 0.0 281 - 1.0 - 339 - 339 7391 0.04 Seg. 2 - Both 12.9 0.0 114 - 1.0 - 339 - 339 2990 0.04 Seg. 3 - Both 7.5 0.0 18 - .58 - 197 - 197 461 0.04 Level 1 Ln3, Lev1 - Both - - 775 - - - 339 - - 10240 - Wall 3-1 1 Both - - 775 - 1.0 - 339 - - 10240 - Seg. 1 - Both 25.6 0.0 448 - 1.0 - 339 - 339 5924 0.08 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 3 - Both 25.6 0.0 327 - 1.0 - 339 - 339 4316 0.08 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 673 - - - 638 - - 1994 - Wall A-1 2 Both - - 673 - 1.0 - 638 - - 1994 - Seg. 1 - Both 134.7 0.0 337 - .63 - 399 - 399 997 0.34 Seg. 2 - Both 134.7 0.0 337 - .63 - 399 - 399 997 0.34 Level 1 LnA, Lev1 1 Both 83.2 - 1081 - 1.0 - 339 - 339 4401 0.25 Line B LnB, Lev1 - Both - - 906 - - - 339 - - 2708 - Wall B-1 1 Both 113.3 - 906 - 1.0 - 339 - 339 2708 0.33 Line C Level 2 LnC, Lev2 - Both - - 2004 - - - 339 - - 2708 - Wall C-1 1 Both 250.5 - 2004 - 1.0 - 339 - 339 2708 0.74 Level 1 LnC, Lev1 1 Both 175.2 - 3680 - 1.0 - 339 - 339 7109 0.52 Line D Level 2 LnD, Lev2 - Both - - 858 - - - 339 - - 3513 - Wall D-1 1 Both - - 858 - 1.0 - 339 - - 3513 - Seg. 1 - Both 82.7 0.0 351 - 1.0 - 339 - 339 1439 0.24 Seg. 2 - Both 70.6 0.0 241 - .85 - 289 - 289 988 0.24 Seg. 3 - Both 74.1 0.0 265 - .90 - 303 - 303 1087 0.24 Level 1 LnD, Lev1 - Both - - 2036 - - - 339 - - 7109 - Wall D-1 1 Both - - 2036 - 1.0 - 339 - - 7109 - Seg. 1 - Both 135.7 65.9 351 - 1.0 - 339 - 339 875 0.40 Open. 1 - Both - 174.5 1047 - - - 339 - 339 2031 0.52 Seg. 2 - Both 135.7 65.9 1685 - 1.0 - 339 - 339 4203 0.40 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. 7 33 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 34 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 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 28622 894.0 5431 5431 4135 4135 4135 4135 1 21089 894.0 2217 2217 3047 3047 3047 3047 All 49711 - 7648 7648 - - - - 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 35 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 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 - - 1409 - - - 242 - - 4836 - Wall 1-1 1 Both 70.4 - 1409 - 1.0 - 242 - 242 4836 0.29 Level 1 Ln1, Lev1 - Both - - 2018 - - - 242 - - 8705 - Wall 1-1 1 Both 56.1 - 1121 - 1.0 - 242 - 242 4836 0.23 Wall 1-3 1 Both 56.1 - 897 - 1.0 - 242 - 242 3869 0.23 Line 2 Level 2 Ln2, Lev2 - Both - - 1269 - - - 242 - - 2176 - Wall 2-1 1 Both 141.0 - 1269 - 1.0 - 242 - 242 2176 0.58 Level 1 Ln2, Lev1 - Both - - 1813 - - - 242 - - 2176 - Wall 2-1 1 Both 201.4 - 1813 - 1.0 - 242 - 242 2176 0.83 Line 3 Level 2 Ln3, Lev2 - Both - - 1124 - - - 242 - - 7744 - Wall 3-1 1 Both - - 1124 - 1.0 - 242 - - 7744 - Seg. 1 - Both 35.1 0.0 766 - 1.0 - 242 - 242 5279 0.15 Seg. 2 - Both 35.1 0.0 310 - 1.0 - 242 - 242 2136 0.15 Seg. 3 - Both 20.5 0.0 48 - .58 - 141 - 141 329 0.15 Level 1 Ln3, Lev1 - Both - - 1522 - - - 242 - - 7314 - Wall 3-1 1 Both - - 1522 - 1.0 - 242 - - 7314 - Seg. 1 - Both 50.3 0.0 880 - 1.0 - 242 - 242 4232 0.21 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 3 - Both 50.3 0.0 641 - 1.0 - 242 - 242 3083 0.21 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 962 - - - 456 - - 1424 - Wall A-1 2^Both - - 962 - 1.0 - 456 - - 1424 - Seg. 1 - Both 192.3 0.0 481 - .63 - 285 - 285 712 0.68 Seg. 2 - Both 192.3 0.0 481 - .63 - 285 - 285 712 0.68 Level 1 LnA, Lev1 1 Both 87.9 - 1142 - 1.0 - 242 - 242 3143 0.36 Line B LnB, Lev1 - Both - - 303 - - - 242 - - 1934 - Wall B-1 1 Both 37.9 - 303 - 1.0 - 242 - 242 1934 0.16 Line C Level 2 LnC, Lev2 - Both - - 1744 - - - 242 - - 1934 - Wall C-1 1^Both 218.0 - 1744 - 1.0 - 242 - 242 1934 0.90 Level 1 LnC, Lev1 1 Both 110.3 - 2317 - 1.0 - 242 - 242 5078 0.46 Line D Level 2 LnD, Lev2 - Both - - 1096 - - - 242 - - 2510 - Wall D-1 1 Both - - 1096 - 1.0 - 242 - - 2510 - Seg. 1 - Both 105.6 0.0 449 - 1.0 - 242 - 242 1028 0.44 Seg. 2 - Both 90.2 0.0 308 - .85 - 207 - 207 706 0.44 Seg. 3 - Both 94.6 0.0 339 - .90 - 217 - 217 776 0.44 Level 1 LnD, Lev1 - Both - - 1591 - - - 242 - - 5078 - Wall D-1 1 Both - - 1591 - 1.0 - 242 - - 5078 - Seg. 1 - Both 106.1 51.5 274 - 1.0 - 242 - 242 625 0.44 Open. 1 - Both - 136.4 818 - - - 242 - 242 1451 0.56 Seg. 2 - Both 106.1 51.5 1317 - 1.0 - 242 - 242 3002 0.44 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 10 36 of 66 WoodWorks® Shearwalls 240036 - LATERAL ANALYSIS B.wsw Feb. 18, 2024 08:45:44 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 37 of 66 ROOF FRAMING Member Name Results (Max UTIL %) Current Solution Comments R1 Passed (14% M)1 piece(s) 4 x 8 DF No.2 R2 Passed (73% M)1 piece(s) 4 x 8 DF No.2 R3 Passed (59% M)1 piece(s) 4 x 8 DF No.2 R4 Passed (47% M)1 piece(s) 4 x 8 DF No.2 R5 Passed (36% R)1 piece(s) 4 x 8 DF No.2 R6 Passed (81% R)1 piece(s) 4 x 10 DF No.2 R7 Passed (56% R)1 piece(s) 4 x 8 DF No.2 R8 Passed (66% R)1 piece(s) 4 x 12 DF No.2 R9 Passed (79% M)1 piece(s) 6 x 10 DF No.2 R10 Passed (50% M)1 piece(s) 4 x 12 DF No.2 MAIN FLOOR FRAMING Member Name Results (Max UTIL %) Current Solution Comments M1 Passed (85% M)1 piece(s) 2 x 12 HF No.2 @ 16" OC M2 Passed (17% M)1 piece(s) 4 x 8 DF No.2 M3 Passed (89% R)1 piece(s) 4 x 10 DF No.2 M4 Passed (33% R)1 piece(s) 4 x 8 DF No.2 M5 Passed (81% R)1 piece(s) 4 x 10 DF No.2 240036 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7 File Name: 240036 - BEAM CALCULATIONS Page 1 / 16 38 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)356 @ 0 3281 (1.50")Passed (11%)--1.0 D + 1.0 S (All Spans) Shear (lbs)257 @ 8 3/4"3502 Passed (7%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)467 @ 2' 7 1/2"3438 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.007 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 5' 3" 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"159 197 356 None 2 - Trimmer - HF 1.50"1.50"1.50"159 197 356 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 5' 3"3'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 2 / 16 39 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2187 @ 0 3281 (1.50")Passed (67%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1492 @ 8 3/4"3502 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2510 @ 2' 3 9/16"3438 Passed (73%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.033 @ 2' 4 1/4"0.158 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.057 @ 2' 4 1/4"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 4' 9" 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"925 1262 2187 None 2 - Trimmer - HF 1.50"1.50"1.50"816 1110 1926 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' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 3'22'18.0 25.0 ROOF 2 - Uniform (PSF)3' to 4' 9"16' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 3 / 16 40 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1701 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1179 @ 8 3/4"3502 Passed (34%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2020 @ 2' 4 1/2"3438 Passed (59%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.027 @ 2' 4 1/2"0.158 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.046 @ 2' 4 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 4' 9" 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"722 980 1701 None 2 - Trimmer - HF 1.50"1.50"1.50"722 980 1701 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' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 9"16' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 4 / 16 41 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1522 @ 0 3281 (1.50")Passed (46%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1000 @ 8 3/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1617 @ 2' 1 1/2"3438 Passed (47%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.017 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.030 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 4' 3" 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"646 877 1522 None 2 - Trimmer - HF 1.50"1.50"1.50"646 877 1522 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"16' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 5 / 16 42 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1182 @ 0 3281 (1.50")Passed (36%)--1.0 D + 1.0 S (All Spans) Shear (lbs)722 @ 8 3/4"3502 Passed (21%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1108 @ 1' 10 1/2"3438 Passed (32%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.009 @ 1' 10 1/2"0.125 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.016 @ 1' 10 1/2"0.188 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 3' 9" 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"502 680 1182 None 2 - Trimmer - HF 1.50"1.50"1.50"502 680 1182 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' 9"N/A 6.4 -- 1 - Uniform (PSF)0 to 3' 9"14' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 6 / 16 43 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2672 @ 6' 3"3281 (1.50")Passed (81%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1894 @ 5' 4 1/4"4468 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4110 @ 3' 2 1/16"5166 Passed (80%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.045 @ 3' 1 3/4"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.078 @ 3' 1 3/4"0.313 Passed (L/964)--1.0 D + 1.0 S (All Spans) Member Length : 6' 3" 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"1021 1381 2402 None 2 - Trimmer - HF 1.50"1.50"1.50"1135 1538 2672 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 8.2 -- 1 - Uniform (PSF)0 to 1' 6"14' 6"18.0 25.0 ROOF 2 - Uniform (PSF)1' 6" to 6' 3"20'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 10 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 7 / 16 44 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1828 @ 0 3281 (1.50")Passed (56%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1008 @ 8 3/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1486 @ 1' 7 1/2"3438 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.009 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.016 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 3' 3" 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"772 1056 1828 None 2 - Trimmer - HF 1.50"1.50"1.50"772 1056 1828 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"26'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 8 / 16 45 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2171 @ 0 3281 (1.50")Passed (66%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1612 @ 1' 3/4"5434 Passed (30%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4478 @ 4' 1 1/2"7004 Passed (64%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.047 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.083 @ 4' 1 1/2"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 8' 3" 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"934 1238 2171 None 2 - Trimmer - HF 1.50"1.50"1.50"934 1238 2171 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 3"N/A 10.0 -- 1 - Uniform (PSF)0 to 8' 3"12'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 12 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 9 / 16 46 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2068 @ 11' 2"12251 (5.50")Passed (17%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2051 @ 1' 3"6810 Passed (30%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5487 @ 5' 6 9/16"6937 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.120 @ 5' 9 1/16"0.542 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.229 @ 5' 8 5/16"0.722 Passed (L/567)--1.0 D + 1.0 S (All Spans) Member Length : 11' 6" System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Column Cap - steel 5.50"5.50"1.50"1314 1067 2381 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"923 1145 2068 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 6"N/A 13.2 -- 1 - Uniform (PSF)1' 9" to 11' 6" (Top)8'16.8 25.0 ROOF 2 - Point (lb)1' 9" (Top)N/A 600 -B1 3 - Uniform (PSF)0 to 1' 9" (Top)6'16.8 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 10 / 16 47 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)991 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)843 @ 1' 3/4"5434 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3530 @ 7' 1 1/2"7004 Passed (50%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.105 @ 7' 1 1/2"0.475 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.194 @ 7' 1 1/2"0.712 Passed (L/881)--1.0 D + 1.0 S (All Spans) Member Length : 14' 3" 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"456 534 991 None 2 - Trimmer - HF 1.50"1.50"1.50"456 534 991 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 14' 3"N/A 10.0 -- 1 - Uniform (PSF)0 to 14' 3"3'18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R10 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 11 / 16 48 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)557 @ 4 1/2"2582 (4.25")Passed (22%)--1.0 D + 1.0 L (All Spans) Shear (lbs)471 @ 1' 4 3/4"1688 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2178 @ 8' 5 1/2"2577 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.354 @ 8' 5 1/2"0.539 Passed (L/548)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.443 @ 8' 5 1/2"0.808 Passed (L/438)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 16' 8 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - HF 5.50"4.25"1.50"113 451 564 1 1/4" Rim Board 2 - Beam - HF 5.50"4.25"1.50"113 451 564 1 1/4" Rim Board 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 16' 11"16"10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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) 2 x 12 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 12 / 16 49 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)446 @ 0 3281 (1.50")Passed (14%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)322 @ 8 3/4"3502 Passed (9%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)586 @ 2' 7 1/2"3438 Passed (17%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.009 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.016 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Member Length : 5' 3" 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"194 140 197 446 None 2 - Trimmer - HF 1.50"1.50"1.50"194 140 197 446 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"3'18.0 -25.0 ROOF 2 - Uniform (PSF)0 to 5' 3"1' 4"10.0 40.0 -FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 13 / 16 50 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2909 @ 0 3281 (1.50")Passed (89%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2046 @ 10 3/4"4468 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)3616 @ 1' 9"5166 Passed (70%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.038 @ 3' 1/8"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.067 @ 2' 11 7/8"0.313 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Member Length : 6' 3" 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"1335 750 1350 2909 None 2 - Trimmer - HF 1.50"1.50"1.50"1276 750 1361 2859 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 ---- 1 - Uniform (PSF)0 to 1' 9"17'18.0 -25.0 ROOF 2 - Uniform (PSF)0 to 6' 3"6'10.0 40.0 -FLOOR 3 - Uniform (PSF)5' 9" to 6' 3"17'18.0 -25.0 ROOF 4 - Uniform (PLF)0 to 1' 9"N/A 90.0 --WALL 5 - Uniform (PLF)5' 9" to 6' 3"N/A 90.0 --WALL 6 - Point (lb)1' 9"N/A 646 -877 Linked from: R4, Support 1 7 - Point (lb)5' 9"N/A 646 -877 Linked from: R4, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 14 / 16 51 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1094 @ 0 3281 (1.50")Passed (33%)--1.0 D + 1.0 S (All Spans) Shear (lbs)603 @ 8 3/4"3502 Passed (17%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)889 @ 1' 7 1/2"3438 Passed (26%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.005 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.010 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Member Length : 3' 3" 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"465 630 1094 None 2 - Trimmer - HF 1.50"1.50"1.50"465 630 1094 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"15' 6"18.0 25.0 ROOF Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. 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 8 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 15 / 16 52 of 66 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2642 @ 0 3281 (1.50")Passed (81%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1779 @ 10 3/4"4468 Passed (40%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)2949 @ 2' 2 15/16"5166 Passed (57%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.034 @ 3' 3/4"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.059 @ 3' 9/16"0.313 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Member Length : 6' 3" 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"1196 750 1179 2642 None 2 - Trimmer - HF 1.50"1.50"1.50"1126 750 1138 2542 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 ---- 1 - Uniform (PSF)0 to 1' 6"17'18.0 -25.0 ROOF 2 - Uniform (PSF)0 to 6' 3"6'10.0 40.0 -FLOOR 3 - Uniform (PSF)5' 6" to 6' 3"17'18.0 -25.0 ROOF 4 - Uniform (PLF)0 to 1' 6"N/A 90.0 --WALL 5 - Uniform (PLF)5' 6" to 6' 3"N/A 90.0 --WALL 6 - Point (lb)1' 6"N/A 502 -680 Linked from: R5, Support 1 7 - Point (lb)5' 6"N/A 502 -680 Linked from: R5, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 2/18/2024 4:35:52 PM UTCJoe Greenfield Hodge Engineering (253) 857-7055 joe@hodgeengineering.com ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: 240036 - BEAM CALCULATIONS Page 16 / 16 53 of 66 54 of 66 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 = 4 Number of Bars = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number 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 = 55 of 66 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 56 of 66 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 =>=180.0 Max 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 . 57 of 66 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 58 of 66 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 =>=180.0 Max 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 . 59 of 66 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 60 of 66 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 61 of 66 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. 62 of 66 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 63 of 66 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. 64 of 66 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 65 of 66 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. 66 of 66