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MW 10 ENGINEERING CALCULATIONS1 of 98 THIS PAGE INTENTIONALLY LEFT BLANK 2 of 98 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) 3 of 98 THIS PAGE INTENTIONALLY LEFT BLANK 4 of 98 2018 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are specified on the full size engineering sheets. The enclosed engineering calculations document the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-16. Applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 12 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-16 section 12.8. Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2018 IBC have been traced through the structure. Refer to the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. 5 of 98 THIS PAGE INTENTIONALLY LEFT BLANK 6 of 98 ASCE 7 Hazards Report Address: No Address at This Location Standard:ASCE/SEI 7-16 Latitude:46.93636 Risk Category:II Longitude:-122.6103 Soil Class:D - Default (see Section 11.4.3) Elevation:351.51758092375906 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: Mon Aug 14 2023 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://asce7hazardtool.online/Mon Aug 14 20237 of 98 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 : 0.511 PGA M : 0.613 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. Mon Aug 14 2023 Page 2 of 4https://asce7hazardtool.online/Mon Aug 14 20238 of 98 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) Mon Aug 14 2023 If available, download FIRM panel here Download FEMA Flood Insurance Study for this area here Page 3 of 4https://asce7hazardtool.online/Mon Aug 14 20239 of 98 The ASCE 7 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 7 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 7 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 7 Hazard Tool. Page 4 of 4https://asce7hazardtool.online/Mon Aug 14 202310 of 98 Hodge Engineering, Inc. John E. Hodge P. E. 3733 Rosedale St, Suite 200, Gig Harbor, WA 98335 (253) 857-7055 ASCE 7-16: Snow Loading Calculation Site: Meadows Lot 10, 15547 Bergh Ct SE, Yelm, WA 98597 Plan: Mercer 3-Car Job: 230347 Three resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). “This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state”. 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications 3. ASCE 7-16 Chapter 7 Snow Loads Ground Snow Load pg: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 355 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2) ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1) ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading pf = 0.7CeCtIpg = 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 11 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:03:02 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' E-1 4-1A-11-1C-1 2-1D-1 2-224681726 4984983799498312137994983121234516812345168123451681234516811623 29222922584 7797792065 703703678703176627687032080177667821495525305285525305285525309925285529925305289465595592902473455473707750722473707455706312473Loads: 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 12 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:03:02 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' E-1 4-1A-11-1C-1 2-1D-1 2-2165216523428269298634282692986194513951945139519451395194513952547254745854585153615362048204817351735476476458476153522144761747154345814831483322309308322309308322309684308322684309308202420241194119427642764283272283673699688283673272672443283 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 13 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:03:02 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' E-1 4-1A-11-1B-1 2-1B-2 3-128349849849849817282345168123451681169670373167870373167817965525305285525305281911455473455473 Loads: 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 14 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:03:02 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' E-1 4-1A-11-1B-1 2-1B-2 3-11531532692692692691433 1433 194513951945139511471147476494458476494458 1046104632230930832230930811411141272283272283Loads: 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 15 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%) 10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.50 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type 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: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.470g Ss: 1.290g Fundamental Period E-W N-S T Used 0.205s 0.205s Approximate Ta 0.205s 0.205s Maximum T 0.287s 0.287s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 16 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 21.50 0.0 Level 2 13.50 1'-6.0 8.00 22.0 22.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 11.50 North Side 22.5 1.00 Extent X,Y =30.00 36.50 South Side 22.5 1.00 Ridge Y Location, Offset 29.50 0.00 East Hip 30.3 0.50 Ridge Elevation, Height 29.00 7.50 West Hip 30.3 0.50 Block 2 2 Story N-S Ridge Location X,Y =10.00 7.50 North Joined 157.5 1.00 Extent X,Y =20.00 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 20.00 0.00 East Side 30.2 1.00 Ridge Elevation, Height 27.00 6.00 West Side 30.2 1.00 Block 3 2 Story N-S Ridge Location X,Y =10.00 5.50 North Joined 90.0 1.00 Extent X,Y =10.50 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 15.50 0.00 East Side 30.2 1.00 Ridge Elevation, Height 24.50 3.00 West Side 30.2 1.00 Block 5 1 Story E-W Ridge Location X,Y =10.00 0.00 North Side 90.0 1.00 Extent X,Y =20.00 8.00 South Side 18.4 1.00 Ridge Y Location, Offset 8.00 4.00 East Gable 90.0 1.00 Ridge Elevation, Height 24.00 2.50 West Gable 90.0 1.00 Block 6 1 Story N-S Ridge Location X,Y =0.00 7.50 North Joined 90.0 1.00 Extent X,Y =9.50 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 9.50 5.00 East Side 90.0 1.00 Ridge Elevation, Height 24.50 3.00 West Side 18.4 1.00 2 17 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 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 2 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 4 12 Y 1,2,3 4 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 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 18 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] Line 1 Level 2 Line 1 2 0.00 11.25 47.50 36.25 27.75 - 8.00 Wall 1-1 Seg 2 0.00 11.25 47.50 36.25 27.75 - - Segment 1 -- 11.25 15.25 4.00 - 2.00 - Opening 1 -- 15.25 21.25 6.00 - - 7.00 Segment 2 -- 21.25 32.00 10.75 - 0.74 - Opening 2 -- 32.00 34.50 2.50 - - 7.00 Segment 3 -- 34.50 47.50 13.00 - 0.62 - Level 1 Line 1 Seg 2 0.00 15.50 35.25 19.75 19.75 - 9.00 Wall 1-1 Seg 2 0.00 15.50 35.25 19.75 19.75 0.46 - Line 2 Level 2 Line 2 NSW 7.00 0.00 47.50 47.50 0.00 - 8.00 Wall 2-1 NSW 10.00 5.50 11.25 5.75 0.00 1.00 - Level 1 Line 2 2 8.50 0.00 47.50 47.50 15.50 - 9.00 Wall 2-1 Seg 2 10.00 0.00 15.50 15.50 15.50 0.58 - Wall 2-2 Seg 2 7.00 35.25 47.50 12.25 0.00 - - Segment 1 -- 35.25 36.25 1.00 - 9.00 - Opening 1 -- 36.25 46.50 10.25 - - 7.00 Segment 2 -- 46.50 47.50 1.00 - 9.00 - Line 3 Level 2 Line 3 NSW 20.50 5.50 7.50 2.00 0.00 - 8.00 Wall 3-1 NSW 20.50 5.50 7.50 2.00 0.00 1.00 - Line 4 Level 2 Line 4 2 30.00 7.50 47.50 40.00 34.00 - 8.00 Wall 4-1 Seg 2 30.00 7.50 47.50 40.00 34.00 - - Segment 1 -- 7.50 36.50 29.00 - 0.28 - Opening 1 -- 36.50 42.50 6.00 - - 7.00 Segment 2 -- 42.50 47.50 5.00 - 1.60 - Level 1 Line 4 2 30.00 0.00 47.50 47.50 37.58 - 9.00 Wall 4-1 Seg 2 30.00 0.00 47.50 47.50 37.58 - - Segment 1 -- 0.00 14.75 14.75 - 0.61 - Opening 1 -- 14.75 17.42 2.67 - - 7.00 Segment 2 -- 17.42 33.67 16.25 - 0.55 - Opening 2 -- 33.67 36.67 3.00 - - 7.00 Segment 3 -- 36.67 43.25 6.58 - 1.37 - Opening 3 -- 43.25 46.25 3.00 - - 7.00 Segment 4 -- 46.25 47.50 1.25 - 7.20 - 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 5.50 10.00 20.50 10.50 5.50 - 8.00 Wall A-1 Seg 2 5.50 10.00 20.50 10.50 5.50 - - Segment 1 -- 10.00 12.75 2.75 - 2.91 - Opening 1 -- 12.75 17.75 5.00 - - 7.00 Segment 2 -- 17.75 20.50 2.75 - 2.91 - Level 1 Line A 1 0.00 10.00 30.00 20.00 5.33 - 9.00 Wall A-1 Seg 1 0.00 10.00 30.00 20.00 5.33 - - Segment 1 -- 10.00 12.75 2.75 - 3.27 - Opening 1 -- 12.75 27.42 14.67 - - 7.00 Segment 2 -- 27.42 30.00 2.58 - 3.48 - Line B Level 2 Line B 3 9.50 0.00 30.00 30.00 7.17 - 8.00 Wall B-1 Seg 3 11.50 0.00 10.00 10.00 4.67 - - Segment 1 -- 0.00 1.25 1.25 - 6.40 - Opening 1 -- 1.25 5.33 4.08 - - 7.00 Segment 2 -- 5.33 10.00 4.67 - 1.71 - Wall B-2 Seg 3 7.50 20.50 30.00 9.50 2.50 - - Segment 1 -- 20.50 22.50 2.00 - 4.00 - Opening 1 -- 22.50 27.50 5.00 - - 7.00 4 19 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 2 -- 27.50 30.00 2.50 - 3.20 - Line C Level 1 Line C 4 15.50 0.00 30.00 30.00 5.25 - 9.00 Wall C-1 Seg 4 15.50 0.00 10.00 10.00 5.25 - - Segment 1 -- 0.00 5.25 5.25 - 1.71 - Opening 1 -- 5.25 9.25 4.00 - - 7.00 Segment 2 -- 9.25 10.00 0.75 - 12.00 - Line D Level 1 Line D Seg 3 35.50 0.00 30.00 30.00 7.00 - 9.00 Wall D-1 Seg 3 35.50 0.00 7.00 7.00 7.00 1.29 - Line E Level 2 Line E 2 47.50 0.00 30.00 30.00 20.00 - 8.00 Wall E-1 Seg 2 47.50 0.00 30.00 30.00 20.00 - - Segment 1 -- 0.00 12.00 12.00 - 0.67 - Opening 1 -- 12.00 16.00 4.00 - - 7.00 Segment 2 -- 16.00 20.33 4.33 - 1.85 - Opening 2 -- 20.33 26.33 6.00 - - 7.00 Segment 3 -- 26.33 30.00 3.67 - 2.18 - Level 1 Line E 2 47.50 7.00 30.00 23.00 9.42 - 9.00 Wall E-1 Seg 2 47.50 7.00 30.00 23.00 9.42 - - Segment 1 -- 7.00 8.08 1.08 - 8.31 - Opening 1 -- 8.08 11.08 3.00 - - 7.00 Segment 2 -- 11.08 16.00 4.92 - 1.83 - Opening 2 -- 16.00 25.50 9.50 - - 7.00 Segment 3 -- 25.50 30.00 4.50 - 2.00 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 20 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1: C-1 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 21 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 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 - - 1046 - - - - - - 9394 - Wall 1-1 2 Both - - 1046 - 1.0 - 339 - - 9394 - Seg. 1 - Both 37.7 0.0 151 - 1.0 - 339 - 339 1354 0.11 Seg. 2 - Both 37.7 0.0 405 - 1.0 - 339 - 339 3639 0.11 Seg. 3 - Both 37.7 0.0 490 - 1.0 - 339 - 339 4401 0.11 Level 1 Ln1, Lev1 2 Both 75.1 - 1483 - 1.0 - 339 - 339 6686 0.22 Line 2 Ln2, Lev1 - Both - - 2024 - - - - - - 5247 - Wall 2-1 2 Both 130.6 - 2024 - 1.0 - 339 - 339 5247 0.39 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 339 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1141 - - - - - - 11510 - Wall 4-1 2 Both - - 1141 - 1.0 - 339 - - 11510 - Seg. 1 - Both 33.5 0.0 973 - 1.0 - 339 - 339 9817 0.10 Seg. 2 - Both 33.5 0.0 168 - 1.0 - 339 - 339 1693 0.10 Level 1 Ln4, Lev1 - Both - - 2764 - - - - - - 12723 - Wall 4-1 2 Both - - 2764 - 1.0 - 339 - - 12723 - Seg. 1 - Both 73.5 0.0 1085 - 1.0 - 339 - 339 4993 0.22 Seg. 2 - Both 73.5 0.0 1195 - 1.0 - 339 - 339 5501 0.22 Seg. 3 - Both 73.5 0.0 484 - 1.0 - 339 - 339 2229 0.22 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 153 - - - - - - 1280 - Wall A-1 2 Both - - 153 - 1.0 - 339 - - 1280 - Seg. 1 - Both 27.8 0.0 76 - .69 - 233 - 233 640 0.12 Seg. 2 - Both 27.8 0.0 76 - .69 - 233 - 233 640 0.12 Level 1 LnA, Lev1 - Both - - 1652 - - - - - - 2636 - Wall A-1 1 Both - - 1652 - 1.0 - 833 - - 2636 - Seg. 1 - Both 319.0 0.0 877 - .61 - 509 - 509 1400 0.63 Seg. 2 - Both 299.7 0.0 774 - .57 - 478 - 478 1236 0.63 Line B Level 2 LnB, Lev2 - Both - - 1433 - - - - - - 3082 - Wall B-1 3 Both - - 1074 - 1.0 - 495 - - 2309 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 230.1 0.0 1074 - 1.0 - 495 - 495 2309 0.47 Wall B-2 3 Both - - 360 - 1.0 - 495 - - 773 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 143.8 0.0 360 - .63 - 309 - 309 773 0.47 Line C Level 1 LnC, Lev1 - Both - - 2547 - - - - - - 3349 - Wall C-1 4^Both - - 2547 - 1.0 - 638 - - 3349 - Seg. 1 - Both 485.2 0.0 2547 - 1.0 - 638 - 638 3349 0.76 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Line D LnD, Lev1 - Both - - 1536 - - - - - - 3463 - Wall D-1 3 Both 219.4 - 1536 - 1.0 - 495 - 495 3463 0.44 Line E Level 2 LnE, Lev2 - Both - - 1147 - - - - - - 6667 - Wall E-1 2 Both - - 1147 - 1.0 - 339 - - 6667 - Seg. 1 - Both 58.2 0.0 699 - 1.0 - 339 - 339 4062 0.17 Seg. 2 - Both 58.2 0.0 252 - 1.0 - 339 - 339 1467 0.17 Seg. 3 - Both 53.4 0.0 196 - .92 - 310 - 310 1138 0.17 7 22 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 SHEAR RESULTS (flexible wind design, continued) Level 1 LnE, Lev1 - Both - - 1735 - - - - - - 3188 - Wall E-1 2 Both - - 1735 - 1.0 - 339 - - 3188 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 184.2 0.0 906 - 1.0 - 339 - 339 1664 0.54 Seg. 3 - Both 184.2 0.0 829 - 1.0 - 339 - 339 1523 0.54 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 23 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 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 26660 1183.5 5295 5295 3852 3852 3852 3852 1 29036 1184.5 3273 3273 4195 8515 4195 4195 All 55696 - 8569 8569 - - - - 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 24 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 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 - - 1796 - - - - - - 6710 - Wall 1-1 2 Both - - 1796 - 1.0 - 242 - - 6710 - Seg. 1 - Both 64.7 0.0 259 - 1.0 - 242 - 242 967 0.27 Seg. 2 - Both 64.7 0.0 696 - 1.0 - 242 - 242 2599 0.27 Seg. 3 - Both 64.7 0.0 841 - 1.0 - 242 - 242 3143 0.27 Level 1 Ln1, Lev1 2 Both 108.8 - 2149 - 1.0 - 242 - 242 4776 0.45 Line 2 Ln2, Lev1 - Both - - 946 - - - - - - 3748 - Wall 2-1 2 Both 61.1 - 946 - 1.0 - 242 - 242 3748 0.25 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 242 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1911 - - - - - - 8221 - Wall 4-1 2 Both - - 1911 - 1.0 - 242 - - 8221 - Seg. 1 - Both 56.2 0.0 1630 - 1.0 - 242 - 242 7012 0.23 Seg. 2 - Both 56.2 0.0 281 - 1.0 - 242 - 242 1209 0.23 Level 1 Ln4, Lev1 - Both - - 2902 - - - - - - 9088 - Wall 4-1 2 Both - - 2902 - 1.0 - 242 - - 9088 - Seg. 1 - Both 77.2 0.0 1139 - 1.0 - 242 - 242 3567 0.32 Seg. 2 - Both 77.2 0.0 1255 - 1.0 - 242 - 242 3929 0.32 Seg. 3 - Both 77.2 0.0 508 - 1.0 - 242 - 242 1592 0.32 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 283 - - - - - - 914 - Wall A-1 2 Both - - 283 - 1.0 - 242 - - 914 - Seg. 1 - Both 51.4 0.0 141 - .69 - 166 - 166 457 0.31 Seg. 2 - Both 51.4 0.0 141 - .69 - 166 - 166 457 0.31 Level 1 LnA, Lev1 - Both - - 1726 - - - - - - 1883 - Wall A-1 1^Both - - 1726 - 1.0 - 595 - - 1883 - Seg. 1 - Both 333.4 0.0 917 - .61 - 364 - 364 1000 0.92 Seg. 2 - Both 313.2 0.0 809 - .57 - 342 - 342 883 0.92 Line B Level 2 LnB, Lev2 - Both - - 1728 - - - - - - 2201 - Wall B-1 3^Both - - 1295 - 1.0 - 353 - - 1649 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 277.4 0.0 1295 - 1.0 - 353 - 353 1649 0.78 Wall B-2 3^Both - - 433 - 1.0 - 353 - - 552 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 173.4 0.0 433 - .63 - 221 - 221 552 0.78 Line C Level 1 LnC, Lev1 - Both - - 1623 - - - - - - 2392 - Wall C-1 4 Both - - 1623 - 1.0 - 456 - - 2392 - Seg. 1 - Both 309.2 0.0 1623 - 1.0 - 456 - 456 2392 0.68 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Line D LnD, Lev1 - Both - - 584 - - - - - - 2474 - Wall D-1 3 Both 83.5 - 584 - 1.0 - 353 - 353 2474 0.24 Line E Level 2 LnE, Lev2 - Both - - 1696 - - - - - - 4762 - Wall E-1 2 Both - - 1696 - 1.0 - 242 - - 4762 - Seg. 1 - Both 86.1 0.0 1033 - 1.0 - 242 - 242 2902 0.36 Seg. 2 - Both 86.1 0.0 373 - 1.0 - 242 - 242 1048 0.36 Seg. 3 - Both 78.9 0.0 289 - .92 - 222 - 222 813 0.36 Level 1 LnE, Lev1 - Both - - 2065 - - - - - - 2277 - Wall E-1 2^Both - - 2065 - 1.0 - 242 - - 2277 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - 10 25 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS BASE.wsw Aug. 15, 2023 08:05:35 SHEAR RESULTS (flexible seismic design, continued) Seg. 2 - Both 219.3 0.0 1078 - 1.0 - 242 - 242 1189 0.91 Seg. 3 - Both 219.3 0.0 987 - 1.0 - 242 - 242 1088 0.91 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 26 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:06:29 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1C-1 2-1E-1 2-24-25-1A-2 D-1 25381996 4874873882487321085238824873210852241117192411171924111719241117191598 28762876509 470470459 6126122125 724724697724177628107242099179069722075675445425675445425675441019542567101954454295467767731384864664861722170248646616771282486387234234Loads: 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 27 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:06:29 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1C-1 2-1E-1 2-24-25-1A-2 D-1 1685 1685 24024031062402710719310624027107191939138319391383193913831939138319071907343234329639638898891176117615681568173517354764764584761501218347617131512458147114713183053043183053043183056793043186793053041871 187113271327286528652792672791557155427926715311312279396396239239Loads: 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 28 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:06:29 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1B-1 2-1B-2 3-128448748748748717772411171924111719174572475269772475269718445675445425675445421961466486466486 Loads: 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 29 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:06:29 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1B-1 2-1B-2 3-11401402402402402401429 1429 193913831939138311471147476494458476494458 1034103431830530431830530411271127267279267279Loads: 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 30 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%) 10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.50 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type 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: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.205s 0.205s Approximate Ta 0.205s 0.205s Maximum T 0.287s 0.287s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 31 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 21.50 0.0 Level 2 13.50 1'-6.0 8.00 22.0 22.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 11.50 North Side 22.5 1.00 Extent X,Y =30.00 36.50 South Side 22.5 1.00 Ridge Y Location, Offset 29.50 0.00 East Hip 30.2 0.50 Ridge Elevation, Height 29.00 7.50 West Hip 30.2 0.50 Block 2 2 Story N-S Ridge Location X,Y =10.00 7.50 North Joined 157.5 1.00 Extent X,Y =20.00 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 20.00 0.00 East Side 30.2 1.00 Ridge Elevation, Height 27.00 6.00 West Side 30.2 1.00 Block 3 2 Story N-S Ridge Location X,Y =10.00 5.50 North Joined 90.0 1.00 Extent X,Y =10.50 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 15.50 0.00 East Side 22.6 1.00 Ridge Elevation, Height 23.50 2.00 West Side 22.6 1.00 Block 4 1 Story E-W Ridge Location X,Y =30.00 2.50 North Side 18.4 1.00 Extent X,Y =10.00 20.50 South Side 18.4 1.00 Ridge Y Location, Offset 13.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 16.50 3.50 West Joined 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =20.50 0.00 North Side 90.0 1.00 Extent X,Y =9.50 7.50 South Side 18.4 1.00 Ridge Y Location, Offset 7.50 3.50 East Joined 90.0 1.00 Ridge Elevation, Height 16.00 2.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =10.00 0.00 North Side 90.0 1.00 Extent X,Y =10.50 5.50 South Side 18.4 1.00 Ridge Y Location, Offset 5.50 2.50 East Joined 90.0 1.00 Ridge Elevation, Height 15.00 2.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =0.00 7.50 North Joined 90.0 1.00 Extent X,Y =10.00 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.00 5.00 East Side 90.0 1.00 Ridge Elevation, Height 16.50 3.50 West Side 18.4 1.00 2 32 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Both Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 33 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] Line 1 Level 2 Line 1 2 0.00 11.25 47.50 36.25 27.75 - 8.00 Wall 1-1 Seg 2 0.00 11.25 47.50 36.25 27.75 - - Segment 1 -- 11.25 15.25 4.00 - 2.00 - Opening 1 -- 15.25 21.25 6.00 - - 7.00 Segment 2 -- 21.25 32.00 10.75 - 0.74 - Opening 2 -- 32.00 34.50 2.50 - - 7.00 Segment 3 -- 34.50 47.50 13.00 - 0.62 - Level 1 Line 1 Seg 2 0.00 15.50 35.25 19.75 19.75 - 9.00 Wall 1-1 Seg 2 0.00 15.50 35.25 19.75 19.75 0.46 - Line 2 Level 2 Line 2 NSW 7.00 0.00 47.50 47.50 0.00 - 8.00 Wall 2-1 NSW 10.00 5.50 11.25 5.75 0.00 1.00 - Level 1 Line 2 2 8.50 0.00 47.50 47.50 15.50 - 9.00 Wall 2-1 Seg 2 10.00 0.00 15.50 15.50 15.50 0.58 - Wall 2-2 Seg 2 7.00 35.25 47.50 12.25 0.00 - - Segment 1 -- 35.25 36.25 1.00 - 9.00 - Opening 1 -- 36.25 46.50 10.25 - - 7.00 Segment 2 -- 46.50 47.50 1.00 - 9.00 - Line 3 Level 2 Line 3 NSW 20.50 5.50 7.50 2.00 0.00 - 8.00 Wall 3-1 NSW 20.50 5.50 7.50 2.00 0.00 1.00 - Line 4 Level 2 Line 4 2 30.00 7.50 47.50 40.00 34.00 - 8.00 Wall 4-1 Seg 2 30.00 7.50 47.50 40.00 34.00 - - Segment 1 -- 7.50 36.50 29.00 - 0.28 - Opening 1 -- 36.50 42.50 6.00 - - 7.00 Segment 2 -- 42.50 47.50 5.00 - 1.60 - Level 1 Line 4 2 30.00 0.00 47.50 47.50 17.25 - 9.00 Wall 4-1 Seg 2 30.00 0.00 2.50 2.50 0.00 3.60 - Wall 4-2 Seg 2 30.00 23.00 47.50 24.50 17.25 - - Segment 1 -- 23.00 33.67 10.67 - 0.84 - Opening 1 -- 33.67 36.67 3.00 - - 7.00 Segment 2 -- 36.67 43.25 6.58 - 1.37 - Opening 2 -- 43.25 46.25 3.00 - - 7.00 Segment 3 -- 46.25 47.50 1.25 - 7.20 - Line 5 Level 1 Line 5 Seg 2 40.00 2.50 23.00 20.50 20.50 - 9.00 Wall 5-1 Seg 2 40.00 2.50 23.00 20.50 20.50 0.44 - 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 5.50 10.00 20.50 10.50 5.50 - 8.00 Wall A-1 Seg 2 5.50 10.00 20.50 10.50 5.50 - - Segment 1 -- 10.00 12.75 2.75 - 2.91 - Opening 1 -- 12.75 17.75 5.00 - - 7.00 Segment 2 -- 17.75 20.50 2.75 - 2.91 - Level 1 Line A 1,2 1.00 10.00 40.00 30.00 7.92 - 9.00 Wall A-1 Seg 1 0.00 10.00 30.00 20.00 5.33 - - Segment 1 -- 10.00 12.75 2.75 - 3.27 - Opening 1 -- 12.75 27.42 14.67 - - 7.00 Segment 2 -- 27.42 30.00 2.58 - 3.48 - Wall A-2 Seg 2 2.50 30.00 40.00 10.00 2.58 - - Segment 1 -- 30.00 31.00 1.00 - 9.00 - Opening 1 -- 31.00 37.42 6.42 - - 7.00 Segment 2 -- 37.42 40.00 2.58 - 3.48 - Line B Level 2 Line B 3 9.50 0.00 30.00 30.00 7.17 - 8.00 4 34 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall B-1 Seg 3 11.50 0.00 10.00 10.00 4.67 - - Segment 1 -- 0.00 1.25 1.25 - 6.40 - Opening 1 -- 1.25 5.33 4.08 - - 7.00 Segment 2 -- 5.33 10.00 4.67 - 1.71 - Wall B-2 Seg 3 7.50 20.50 30.00 9.50 2.50 - - Segment 1 -- 20.50 22.50 2.00 - 4.00 - Opening 1 -- 22.50 27.50 5.00 - - 7.00 Segment 2 -- 27.50 30.00 2.50 - 3.20 - Line C Level 1 Line C 3 15.50 0.00 40.00 40.00 5.25 - 9.00 Wall C-1 Seg 3 15.50 0.00 10.00 10.00 5.25 - - Segment 1 -- 0.00 5.25 5.25 - 1.71 - Opening 1 -- 5.25 9.25 4.00 - - 7.00 Segment 2 -- 9.25 10.00 0.75 - 12.00 - Line D Level 1 Line D Seg 2 23.00 0.00 40.00 40.00 10.00 - 9.00 Wall D-1 Seg 2 23.00 30.00 40.00 10.00 10.00 0.90 - Line E Level 1 Line E Seg 2 35.50 0.00 30.00 30.00 7.00 - 9.00 Wall E-1 Seg 2 35.50 0.00 7.00 7.00 7.00 1.29 - Line F Level 2 Line F 2 47.50 0.00 30.00 30.00 20.00 - 8.00 Wall F-1 Seg 2 47.50 0.00 30.00 30.00 20.00 - - Segment 1 -- 0.00 12.00 12.00 - 0.67 - Opening 1 -- 12.00 16.00 4.00 - - 7.00 Segment 2 -- 16.00 20.33 4.33 - 1.85 - Opening 2 -- 20.33 26.33 6.00 - - 7.00 Segment 3 -- 26.33 30.00 3.67 - 2.18 - Level 1 Line F 2 47.50 7.00 30.00 23.00 9.58 - 9.00 Wall F-1 Seg 2 47.50 7.00 30.00 23.00 9.58 - - Segment 1 -- 7.00 8.25 1.25 - 7.20 - Opening 1 -- 8.25 10.92 2.67 - - 7.00 Segment 2 -- 10.92 16.00 5.08 - 1.77 - Opening 2 -- 16.00 25.50 9.50 - - 7.00 Segment 3 -- 25.50 30.00 4.50 - 2.00 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 35 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing The following under-capacity shearlines were found: Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 36 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 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 - - 1034 - - - - - - 9394 - Wall 1-1 2 Both - - 1034 - 1.0 - 339 - - 9394 - Seg. 1 - Both 37.3 0.0 149 - 1.0 - 339 - 339 1354 0.11 Seg. 2 - Both 37.3 0.0 401 - 1.0 - 339 - 339 3639 0.11 Seg. 3 - Both 37.3 0.0 485 - 1.0 - 339 - 339 4401 0.11 Level 1 Ln1, Lev1 2 Both 74.5 - 1471 - 1.0 - 339 - 339 6686 0.22 Line 2 Ln2, Lev1 - Both - - 1871 - - - - - - 5247 - Wall 2-1 2 Both 120.7 - 1871 - 1.0 - 339 - 339 5247 0.36 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 339 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1127 - - - - - - 11510 - Wall 4-1 2 Both - - 1127 - 1.0 - 339 - - 11510 - Seg. 1 - Both 33.1 0.0 961 - 1.0 - 339 - 339 9817 0.10 Seg. 2 - Both 33.1 0.0 166 - 1.0 - 339 - 339 1693 0.10 Level 1 Ln4, Lev1 - Both - - 2865 - - - - - - 5839 - Wall 4-1 2^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 4-2 2 Both - - 2865 - 1.0 - 339 - - 5839 - Seg. 1 - Both 166.1 0.0 1772 - 1.0 - 339 - 339 3611 0.49 Seg. 2 - Both 166.1 0.0 1094 - 1.0 - 339 - 339 2229 0.49 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line 5 Ln5, Lev1 2 Both 19.3 - 396 - 1.0 - 339 - 339 6940 0.06 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 - - 140 - - - - - - 1280 - Wall A-1 2 Both - - 140 - 1.0 - 339 - - 1280 - Seg. 1 - Both 25.4 0.0 70 - .69 - 233 - 233 640 0.11 Seg. 2 - Both 25.4 0.0 70 - .69 - 233 - 233 640 0.11 Level 1 LnA, Lev1 - Both - - 1685 - - - - - - 4539 - Wall A-1 1 Both - - 1499 1.01.0 638 638 - A - 4037 - Seg. 1 - Both 289.6 1543499 0959963 6 796 .61.61 390 390 - 780 2144 0.37 Seg. 2 - Both 272.0 1543499 0959963 6 703 .57.57 366 366 - 732 1892 0.37 Wall A-2 2 Both - - 186 - 1.0 - 339 - - 502 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 72.2 0.0 186 - .57 - 194 - 194 502 0.37 Line B Level 2 LnB, Lev2 - Both - - 1429 - - - - - - 3082 - Wall B-1 3 Both - - 1071 - 1.0 - 495 - - 2309 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 229.4 0.0 1071 - 1.0 - 495 - 495 2309 0.46 Wall B-2 3 Both - - 359 - 1.0 - 495 - - 773 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 143.4 0.0 359 - .63 - 309 - 309 773 0.46 Line C Level 1 LnC, Lev1 - Both - - 1907 - - - - - - 2597 - Wall C-1 3 Both - - 1907 - 1.0 - 495 - - 2597 - Seg. 1 - Both 363.2 0.0 1907 - 1.0 - 495 - 495 2597 0.73 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Line D 7 37 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 SHEAR RESULTS (flexible wind design, continued) LnD, Lev1 - Both - - 963 - - - - - - 3385 - Wall D-1 2 Both 96.3 - 963 - 1.0 - 339 - 339 3385 0.28 Line E LnE, Lev1 - Both - - 1176 - - - - - - 2370 - Wall E-1 2 Both 168.0 - 1176 - 1.0 - 339 - 339 2370 0.50 Line F Level 2 LnF, Lev2 - Both - - 1147 - - - - - - 6667 - Wall F-1 2 Both - - 1147 - 1.0 - 339 - - 6667 - Seg. 1 - Both 58.2 0.0 699 - 1.0 - 339 - 339 4062 0.17 Seg. 2 - Both 58.2 0.0 252 - 1.0 - 339 - 339 1467 0.17 Seg. 3 - Both 53.4 0.0 196 - .92 - 310 - 310 1138 0.17 Level 1 LnF, Lev1 - Both - - 1735 - - - - - - 3244 - Wall F-1 2 Both - - 1735 - 1.0 - 339 - - 3244 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 181.0 0.0 920 - 1.0 - 339 - 339 1721 0.53 Seg. 3 - Both 181.0 0.0 814 - 1.0 - 339 - 339 1523 0.53 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 38 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 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 26605 1183.5 5437 5437 3832 3832 3832 3832 1 35489 1389.5 4116 4116 5112 9554 5112 5112 All 62094 - 9553 9553 - - - - 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 39 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 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 - - 1844 - - - - - - 6710 - Wall 1-1 2 Both - - 1844 - 1.0 - 242 - - 6710 - Seg. 1 - Both 66.5 0.0 266 - 1.0 - 242 - 242 967 0.27 Seg. 2 - Both 66.5 0.0 714 - 1.0 - 242 - 242 2599 0.27 Seg. 3 - Both 66.5 0.0 864 - 1.0 - 242 - 242 3143 0.27 Level 1 Ln1, Lev1 2 Both 111.7 - 2207 - 1.0 - 242 - 242 4776 0.46 Line 2 Ln2, Lev1 - Both - - 954 - - - - - - 3748 - Wall 2-1 2 Both 61.6 - 954 - 1.0 - 242 - 242 3748 0.25 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 242 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1961 - - - - - - 8221 - Wall 4-1 2 Both - - 1961 - 1.0 - 242 - - 8221 - Seg. 1 - Both 57.7 0.0 1673 - 1.0 - 242 - 242 7012 0.24 Seg. 2 - Both 57.7 0.0 288 - 1.0 - 242 - 242 1209 0.24 Level 1 Ln4, Lev1 - Both - - 3138 - - - - - - 4171 - Wall 4-1 2^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 4-2 2 Both - - 3138 - 1.0 - 242 - - 4171 - Seg. 1 - Both 181.9 0.0 1941 - 1.0 - 242 - 242 2579 0.75 Seg. 2 - Both 181.9 0.0 1198 - 1.0 - 242 - 242 1592 0.75 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line 5 Ln5, Lev1 2 Both 18.9 - 387 - 1.0 - 242 - 242 4957 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 - - 284 - - - - - - 914 - Wall A-1 2 Both - - 284 - 1.0 - 242 - - 914 - Seg. 1 - Both 51.6 0.0 142 - .69 - 166 - 166 457 0.31 Seg. 2 - Both 51.6 0.0 142 - .69 - 166 - 166 457 0.31 Level 1 LnA, Lev1 - Both - - 1996 - - - - - - 3242 - Wall A-1 1^Both - - 1775 1.01.0 456 456 - A - 2883 - Seg. 1 - Both 343.0 1543499 0959963 6 943 .61.61 278 278 - 557 1532 0.62 Seg. 2 - Both 322.2 1543499 0959963 6 832 .57.57 262 262 - 523 1352 0.62 Wall A-2 2 Both - - 221 - 1.0 - 242 - - 359 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 85.5 0.0 221 - .57 - 139 - 139 359 0.62 Line B Level 2 LnB, Lev2 - Both - - 1777 - - - - - - 2201 - Wall B-1 3 Both - - 1331 - 1.0 - 353 - - 1649 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 285.3 0.0 1331 - 1.0 - 353 - 353 1649 0.81 Wall B-2 3 Both - - 446 - 1.0 - 353 - - 552 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 178.3 0.0 446 - .63 - 221 - 221 552 0.81 Line C Level 1 LnC, Lev1 - Both - - 1598 - - - - - - 1855 - Wall C-1 3^Both - - 1598 - 1.0 - 353 - - 1855 - Seg. 1 - Both 304.3 0.0 1598 - 1.0 - 353 - 353 1855 0.86 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Line D LnD, Lev1 - Both - - 509 - - - - - - 2418 - Wall D-1 2 Both 50.9 - 509 - 1.0 - 242 - 242 2418 0.21 Line E LnE, Lev1 - Both - - 459 - - - - - - 1693 - 10 40 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR SHORT.wsw Aug. 15, 2023 08:07:22 SHEAR RESULTS (flexible seismic design, continued) Wall E-1 2 Both 65.5 - 459 - 1.0 - 242 - 242 1693 0.27 Line F Level 2 LnF, Lev2 - Both - - 1745 - - - - - - 4762 - Wall F-1 2 Both - - 1745 - 1.0 - 242 - - 4762 - Seg. 1 - Both 88.6 0.0 1063 - 1.0 - 242 - 242 2902 0.37 Seg. 2 - Both 88.6 0.0 384 - 1.0 - 242 - 242 1048 0.37 Seg. 3 - Both 81.2 0.0 298 - .92 - 222 - 222 813 0.37 Level 1 LnF, Lev1 - Both - - 2125 - - - - - - 2317 - Wall F-1 2 Both - - 2125 - 1.0 - 242 - - 2317 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 221.8 0.0 1127 - 1.0 - 242 - 242 1229 0.92 Seg. 3 - Both 221.8 0.0 998 - 1.0 - 242 - 242 1088 0.92 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 41 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:08:32 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1C-1 2-1E-1 2-24-35-1A-2 D-1 4-225632016 4924923921492324286039214923242860243517362435173624351736243517361864 33543354617 570570320 4264262146 73173170473118142857731214018267042229573550547573550547573550102954757310295505479646846843241491470491159012301612491470159011851187491530245245Loads: 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 42 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:08:32 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1C-1 2-1E-1 2-24-35-1A-2 D-1 4-21686 1686 24024031082402712719310824027127191939138319391383193913831939138323662366425942591008100893093081681610881088173517354764764584761517219847617301528458147114713183053043183053043183056793043186793053041871 18711327132728952895279267279142110841440279267142110581198279432432200200Loads: 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 43 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:08:32 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1B-1 2-1B-2 3-128749249249249217942435173624351736176273176070473176070418625735505475735505471981470491470491 Loads: 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 44 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:08:32 0'1' 8"3' 4"5'6' 8"8' 4"10'11' 8"13' 4"15'16' 8"18' 4"20'21' 8"23' 4"25'26' 8"28' 4"30'31' 8"33' 4"35'36' 8"38' 4"40'41' 8" -6' 8" -5' -3' 4" -1' 8" 0' 1' 8" 3' 4" 5' 6' 8" 8' 4" 10' 11' 8" 13' 4" 15' 16' 8" 18' 4" 20' 21' 8" 23' 4" 25' 26' 8" 28' 4" 30' 31' 8" 33' 4" 35' 36' 8" 38' 4" 40' 41' 8" 43' 4" 45' 46' 8" 48' 4" 50' F-1 4-1A-11-1B-1 2-1B-2 3-11401402402402402401429 1429 193913831939138311471147476494458476494458 1034103431830530431830530411271127267279267279Loads: 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 45 of 98 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 Project Information COMPANY AND PROJECT INFORMATION Company Project Hodge Engineering Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA 98335 DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%) 10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.50 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Allowed, except for material type 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: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.205s 0.205s Approximate Ta 0.205s 0.205s Maximum T 0.287s 0.287s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 46 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 21.50 0.0 Level 2 13.50 1'-6.0 8.00 22.0 22.5 Level 1 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 11.50 North Side 22.5 1.00 Extent X,Y =30.00 36.50 South Side 22.5 1.00 Ridge Y Location, Offset 29.50 0.00 East Hip 30.2 0.50 Ridge Elevation, Height 29.00 7.50 West Hip 30.2 0.50 Block 2 2 Story N-S Ridge Location X,Y =10.00 7.50 North Joined 157.5 1.00 Extent X,Y =20.00 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 20.00 0.00 East Side 30.2 1.00 Ridge Elevation, Height 27.00 6.00 West Side 30.2 1.00 Block 3 2 Story N-S Ridge Location X,Y =10.00 5.50 North Joined 90.0 1.00 Extent X,Y =10.50 2.00 South Gable 90.0 1.00 Ridge X Location, Offset 15.50 0.00 East Side 22.6 1.00 Ridge Elevation, Height 23.50 2.00 West Side 22.6 1.00 Block 4 1 Story E-W Ridge Location X,Y =30.00 2.50 North Side 18.4 1.00 Extent X,Y =10.00 28.00 South Side 18.4 1.00 Ridge Y Location, Offset 16.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 18.00 4.50 West Joined 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =20.50 0.00 North Side 90.0 1.00 Extent X,Y =9.50 7.50 South Side 18.4 1.00 Ridge Y Location, Offset 7.50 3.50 East Joined 90.0 1.00 Ridge Elevation, Height 16.00 2.50 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =10.00 0.00 North Side 90.0 1.00 Extent X,Y =10.50 5.50 South Side 18.4 1.00 Ridge Y Location, Offset 5.50 2.50 East Joined 90.0 1.00 Ridge Elevation, Height 15.00 2.00 West Gable 90.0 1.00 Block 7 1 Story N-S Ridge Location X,Y =0.00 7.50 North Joined 90.0 1.00 Extent X,Y =10.00 4.00 South Gable 90.0 1.00 Ridge X Location, Offset 10.00 5.00 East Side 90.0 1.00 Ridge Elevation, Height 16.50 3.50 West Side 18.4 1.00 2 47 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Both Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 3 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 4 12 Y 1,2,3 4 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 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 48 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft] Start End [ft] [ft]Ratio [ft] Line 1 Level 2 Line 1 2 0.00 11.25 47.50 36.25 27.75 - 8.00 Wall 1-1 Seg 2 0.00 11.25 47.50 36.25 27.75 - - Segment 1 -- 11.25 15.25 4.00 - 2.00 - Opening 1 -- 15.25 21.25 6.00 - - 7.00 Segment 2 -- 21.25 32.00 10.75 - 0.74 - Opening 2 -- 32.00 34.50 2.50 - - 7.00 Segment 3 -- 34.50 47.50 13.00 - 0.62 - Level 1 Line 1 Seg 2 0.00 15.50 35.25 19.75 19.75 - 9.00 Wall 1-1 Seg 2 0.00 15.50 35.25 19.75 19.75 0.46 - Line 2 Level 2 Line 2 NSW 7.00 0.00 47.50 47.50 0.00 - 8.00 Wall 2-1 NSW 10.00 5.50 11.25 5.75 0.00 1.00 - Level 1 Line 2 2 8.50 0.00 47.50 47.50 15.50 - 9.00 Wall 2-1 Seg 2 10.00 0.00 15.50 15.50 15.50 0.58 - Wall 2-2 Seg 2 7.00 35.25 47.50 12.25 0.00 - - Segment 1 -- 35.25 36.25 1.00 - 9.00 - Opening 1 -- 36.25 46.50 10.25 - - 7.00 Segment 2 -- 46.50 47.50 1.00 - 9.00 - Line 3 Level 2 Line 3 NSW 20.50 5.50 7.50 2.00 0.00 - 8.00 Wall 3-1 NSW 20.50 5.50 7.50 2.00 0.00 1.00 - Line 4 Level 2 Line 4 2 30.00 7.50 47.50 40.00 34.00 - 8.00 Wall 4-1 Seg 2 30.00 7.50 47.50 40.00 34.00 - - Segment 1 -- 7.50 36.50 29.00 - 0.28 - Opening 1 -- 36.50 42.50 6.00 - - 7.00 Segment 2 -- 42.50 47.50 5.00 - 1.60 - Level 1 Line 4 2 30.00 0.00 47.50 47.50 19.75 - 9.00 Wall 4-1 Seg 2 30.00 0.00 2.50 2.50 0.00 3.60 - Wall 4-2 Seg 2 30.00 20.50 30.50 10.00 10.00 0.90 - Wall 4-3 Seg 2 30.00 30.50 47.50 17.00 9.75 - - Segment 1 -- 30.50 33.67 3.17 - 2.84 - Opening 1 -- 33.67 36.67 3.00 - - 7.00 Segment 2 -- 36.67 43.25 6.58 - 1.37 - Opening 2 -- 43.25 46.25 3.00 - - 7.00 Segment 3 -- 46.25 47.50 1.25 - 7.20 - Line 5 Level 1 Line 5 Seg 2 40.00 2.50 30.50 28.00 28.00 - 9.00 Wall 5-1 Seg 2 40.00 2.50 30.50 28.00 28.00 0.32 - 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 5.50 10.00 20.50 10.50 5.50 - 8.00 Wall A-1 Seg 2 5.50 10.00 20.50 10.50 5.50 - - Segment 1 -- 10.00 12.75 2.75 - 2.91 - Opening 1 -- 12.75 17.75 5.00 - - 7.00 Segment 2 -- 17.75 20.50 2.75 - 2.91 - Level 1 Line A 1,2 1.00 10.00 40.00 30.00 7.92 - 9.00 Wall A-1 Seg 1 0.00 10.00 30.00 20.00 5.33 - - Segment 1 -- 10.00 12.75 2.75 - 3.27 - Opening 1 -- 12.75 27.42 14.67 - - 7.00 Segment 2 -- 27.42 30.00 2.58 - 3.48 - Wall A-2 Seg 2 2.50 30.00 40.00 10.00 2.58 - - Segment 1 -- 30.00 31.00 1.00 - 9.00 - Opening 1 -- 31.00 37.42 6.42 - - 7.00 Segment 2 -- 37.42 40.00 2.58 - 3.48 - Line B Level 2 4 49 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line B 3 9.50 0.00 30.00 30.00 7.17 - 8.00 Wall B-1 Seg 3 11.50 0.00 10.00 10.00 4.67 - - Segment 1 -- 0.00 1.25 1.25 - 6.40 - Opening 1 -- 1.25 5.33 4.08 - - 7.00 Segment 2 -- 5.33 10.00 4.67 - 1.71 - Wall B-2 Seg 3 7.50 20.50 30.00 9.50 2.50 - - Segment 1 -- 20.50 22.50 2.00 - 4.00 - Opening 1 -- 22.50 27.50 5.00 - - 7.00 Segment 2 -- 27.50 30.00 2.50 - 3.20 - Line C Level 1 Line C 4 15.50 0.00 40.00 40.00 5.25 - 9.00 Wall C-1 Seg 4 15.50 0.00 10.00 10.00 5.25 - - Segment 1 -- 0.00 5.25 5.25 - 1.71 - Opening 1 -- 5.25 9.25 4.00 - - 7.00 Segment 2 -- 9.25 10.00 0.75 - 12.00 - Line D Level 1 Line D Seg 2 30.50 0.00 40.00 40.00 10.00 - 9.00 Wall D-1 Seg 2 30.50 30.00 40.00 10.00 10.00 0.90 - Line E Level 1 Line E Seg 2 35.50 0.00 30.00 30.00 7.00 - 9.00 Wall E-1 Seg 2 35.50 0.00 7.00 7.00 7.00 1.29 - Line F Level 2 Line F 2 47.50 0.00 30.00 30.00 20.00 - 8.00 Wall F-1 Seg 2 47.50 0.00 30.00 30.00 20.00 - - Segment 1 -- 0.00 12.00 12.00 - 0.67 - Opening 1 -- 12.00 16.00 4.00 - - 7.00 Segment 2 -- 16.00 20.33 4.33 - 1.85 - Opening 2 -- 20.33 26.33 6.00 - - 7.00 Segment 3 -- 26.33 30.00 3.67 - 2.18 - Level 1 Line F 2 47.50 7.00 30.00 23.00 9.50 - 9.00 Wall F-1 Seg 2 47.50 7.00 30.00 23.00 9.50 - - Segment 1 -- 7.00 8.00 1.00 - 9.00 - Opening 1 -- 8.00 11.00 3.00 - - 7.00 Segment 2 -- 11.00 16.00 5.00 - 1.80 - Opening 2 -- 16.00 25.50 9.50 - - 7.00 Segment 3 -- 25.50 30.00 4.50 - 2.00 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 50 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing The following under-capacity shearlines were found: Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 51 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 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 - - 1034 - - - - - - 9394 - Wall 1-1 2 Both - - 1034 - 1.0 - 339 - - 9394 - Seg. 1 - Both 37.3 0.0 149 - 1.0 - 339 - 339 1354 0.11 Seg. 2 - Both 37.3 0.0 401 - 1.0 - 339 - 339 3639 0.11 Seg. 3 - Both 37.3 0.0 485 - 1.0 - 339 - 339 4401 0.11 Level 1 Ln1, Lev1 2 Both 74.5 - 1471 - 1.0 - 339 - 339 6686 0.22 Line 2 Ln2, Lev1 - Both - - 1871 - - - - - - 5247 - Wall 2-1 2 Both 120.7 - 1871 - 1.0 - 339 - 339 5247 0.36 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 339 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1127 - - - - - - 11510 - Wall 4-1 2 Both - - 1127 - 1.0 - 339 - - 11510 - Seg. 1 - Both 33.1 0.0 961 - 1.0 - 339 - 339 9817 0.10 Seg. 2 - Both 33.1 0.0 166 - 1.0 - 339 - 339 1693 0.10 Level 1 Ln4, Lev1 - Both - - 2895 - - - - - - 6368 - Wall 4-1 2^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 4-2 2 Both 153.9 - 1539 - 1.0 - 339 - 339 3385 0.45 Wall 4-3 2 Both - - 1356 - 1.0 - 339 - - 2983 - Seg. 1 - Both 108.3 0.0 343 - .70 - 238 - 238 754 0.45 Seg. 2 - Both 153.9 0.0 1013 - 1.0 - 339 - 339 2229 0.45 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line 5 Ln5, Lev1 2 Both 15.4 - 432 - 1.0 - 339 - 339 9479 0.05 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 - - 140 - - - - - - 1280 - Wall A-1 2 Both - - 140 - 1.0 - 339 - - 1280 - Seg. 1 - Both 25.4 0.0 70 - .69 - 233 - 233 640 0.11 Seg. 2 - Both 25.4 0.0 70 - .69 - 233 - 233 640 0.11 Level 1 LnA, Lev1 - Both - - 1686 - - - - - - 4539 - Wall A-1 1 Both - - 1500 1.01.0 638 638 - A - 4037 - Seg. 1 - Both 289.7 1543499 0959963 6 797 .61.61 390 390 - 780 2144 0.37 Seg. 2 - Both 272.1 1543499 0959963 6 703 .57.57 366 366 - 732 1892 0.37 Wall A-2 2 Both - - 187 - 1.0 - 339 - - 502 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 72.2 0.0 187 - .57 - 194 - 194 502 0.37 Line B Level 2 LnB, Lev2 - Both - - 1429 - - - - - - 3082 - Wall B-1 3 Both - - 1071 - 1.0 - 495 - - 2309 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 229.4 0.0 1071 - 1.0 - 495 - 495 2309 0.46 Wall B-2 3 Both - - 359 - 1.0 - 495 - - 773 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Seg. 2 - Both 143.4 0.0 359 - .63 - 309 - 309 773 0.46 Line C Level 1 LnC, Lev1 - Both - - 2366 - - - - - - 3349 - Wall C-1 4 Both - - 2366 - 1.0 - 638 - - 3349 - Seg. 1 - Both 450.7 0.0 2366 - 1.0 - 638 - 638 3349 0.71 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - 7 52 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 SHEAR RESULTS (flexible wind design, continued) Line D LnD, Lev1 - Both - - 1008 - - - - - - 3385 - Wall D-1 2 Both 100.8 - 1008 - 1.0 - 339 - 339 3385 0.30 Line E LnE, Lev1 - Both - - 816 - - - - - - 2370 - Wall E-1 2 Both 116.6 - 816 - 1.0 - 339 - 339 2370 0.34 Line F Level 2 LnF, Lev2 - Both - - 1147 - - - - - - 6667 - Wall F-1 2 Both - - 1147 - 1.0 - 339 - - 6667 - Seg. 1 - Both 58.2 0.0 699 - 1.0 - 339 - 339 4062 0.17 Seg. 2 - Both 58.2 0.0 252 - 1.0 - 339 - 339 1467 0.17 Seg. 3 - Both 53.4 0.0 196 - .92 - 310 - 310 1138 0.17 Level 1 LnF, Lev1 - Both - - 1735 - - - - - - 3216 - Wall F-1 2 Both - - 1735 - 1.0 - 339 - - 3216 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Seg. 2 - Both 182.6 0.0 913 - 1.0 - 339 - 339 1693 0.54 Seg. 3 - Both 182.6 0.0 822 - 1.0 - 339 - 339 1523 0.54 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 53 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 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 26605 1183.5 5490 5490 3843 3843 3843 3843 1 38049 1464.5 4456 4456 5480 9966 5480 5480 All 64654 - 9947 9947 - - - - 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 54 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 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 - - 1862 - - - - - - 6710 - Wall 1-1 2 Both - - 1862 - 1.0 - 242 - - 6710 - Seg. 1 - Both 67.1 0.0 268 - 1.0 - 242 - 242 967 0.28 Seg. 2 - Both 67.1 0.0 721 - 1.0 - 242 - 242 2599 0.28 Seg. 3 - Both 67.1 0.0 873 - 1.0 - 242 - 242 3143 0.28 Level 1 Ln1, Lev1 2 Both 112.8 - 2229 - 1.0 - 242 - 242 4776 0.47 Line 2 Ln2, Lev1 - Both - - 964 - - - - - - 3748 - Wall 2-1 2 Both 62.2 - 964 - 1.0 - 242 - 242 3748 0.26 Wall 2-2 2 Both 0.0 - 0 - 1.0 - 242 - - - - Line 4 Level 2 Ln4, Lev2 - Both - - 1981 - - - - - - 8221 - Wall 4-1 2 Both - - 1981 - 1.0 - 242 - - 8221 - Seg. 1 - Both 58.3 0.0 1689 - 1.0 - 242 - 242 7012 0.24 Seg. 2 - Both 58.3 0.0 291 - 1.0 - 242 - 242 1209 0.24 Level 1 Ln4, Lev1 - Both - - 3241 - - - - - - 4549 - Wall 4-1 2^Both 0.0 - 0 - 1.0 - 0 - - - - Wall 4-2 2 Both 172.3 - 1723 - 1.0 - 242 - 242 2418 0.71 Wall 4-3 2 Both - - 1518 - 1.0 - 242 - - 2131 - Seg. 1 - Both 121.2 0.0 384 - .70 - 170 - 170 539 0.71 Seg. 2 - Both 172.3 0.0 1134 - 1.0 - 242 - 242 1592 0.71 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line 5 Ln5, Lev1 2 Both 18.9 - 530 - 1.0 - 242 - 242 6770 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 - - 287 - - - - - - 914 - Wall A-1 2 Both - - 287 - 1.0 - 242 - - 914 - Seg. 1 - Both 52.2 0.0 143 - .69 - 166 - 166 457 0.31 Seg. 2 - Both 52.2 0.0 143 - .69 - 166 - 166 457 0.31 Level 1 LnA, Lev1 - Both - - 2016 - - - - - - 3242 - Wall A-1 1^Both - - 1793 1.01.0 456 456 - A - 2883 - Seg. 1 - Both 346.4 1543499 0959963 6 952 .61.61 278 278 - 557 1532 0.62 Seg. 2 - Both 325.4 1543499 0959963 6 841 .57.57 262 262 - 523 1352 0.62 Wall A-2 2 Both - - 223 - 1.0 - 242 - - 359 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 86.3 0.0 223 - .57 - 139 - 139 359 0.62 Line B Level 2 LnB, Lev2 - Both - - 1794 - - - - - - 2201 - Wall B-1 3^Both - - 1344 - 1.0 - 353 - - 1649 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 288.1 0.0 1344 - 1.0 - 353 - 353 1649 0.82 Wall B-2 3^Both - - 450 - 1.0 - 353 - - 552 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Seg. 2 - Both 180.0 0.0 450 - .63 - 221 - 221 552 0.82 Line C Level 1 LnC, Lev1 - Both - - 1864 - - - - - - 2392 - Wall C-1 4^Both - - 1864 - 1.0 - 456 - - 2392 - Seg. 1 - Both 355.0 0.0 1864 - 1.0 - 456 - 456 2392 0.78 Seg. 2 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Line D LnD, Lev1 - Both - - 617 - - - - - - 2418 - Wall D-1 2 Both 61.7 - 617 - 1.0 - 242 - 242 2418 0.26 Line E 10 55 of 98 WoodWorks® Shearwalls 230347 - LATERAL ANALYSIS 3RD CAR LONG.wsw Aug. 15, 2023 08:09:17 SHEAR RESULTS (flexible seismic design, continued) LnE, Lev1 - Both - - 320 - - - - - - 1693 - Wall E-1 2 Both 45.7 - 320 - 1.0 - 242 - 242 1693 0.19 Line F Level 2 LnF, Lev2 - Both - - 1762 - - - - - - 4762 - Wall F-1 2 Both - - 1762 - 1.0 - 242 - - 4762 - Seg. 1 - Both 89.5 0.0 1074 - 1.0 - 242 - 242 2902 0.37 Seg. 2 - Both 89.5 0.0 388 - 1.0 - 242 - 242 1048 0.37 Seg. 3 - Both 82.0 0.0 301 - .92 - 222 - 222 813 0.37 Level 1 LnF, Lev1 - Both - - 2146 - - - - - - 2297 - Wall F-1 2 Both - - 2146 - 1.0 - 242 - - 2297 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Seg. 2 - Both 225.9 0.0 1130 - 1.0 - 242 - 242 1209 0.93 Seg. 3 - Both 225.9 0.0 1017 - 1.0 - 242 - 242 1088 0.93 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 56 of 98 ROOF FRAMING Member Name Results Current Solution Comments R1 Passed 1 piece(s) 4 x 8 DF No.2 R2 Passed 1 piece(s) 4 x 8 DF No.2 R3 Passed 1 piece(s) 4 x 12 DF No.2 UPPER FLOOR FRAMING Member Name Results Current Solution Comments U1 Passed 1 piece(s) 4 x 8 DF No.2 U2 Passed 1 piece(s) 4 x 8 DF No.2 U3 Passed 1 piece(s) 4 x 8 DF No.2 U4 Passed 1 piece(s) 4 x 8 DF No.2 U5 Passed 1 piece(s) 4 x 10 DF No.2 U6 Passed 1 piece(s) 6 x 18 DF No.2 U7 Passed 1 piece(s) 6 x 18 DF No.2 U8 Passed 1 piece(s) 4 x 10 DF No.2 U9 Passed 1 piece(s) 6 x 12 DF No.2 U10 Passed 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam U11 Passed 1 piece(s) 6 x 12 DF No.2 3RD CAR OPTION Member Name Results Current Solution Comments U12 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam R4 Passed 1 piece(s) 4 x 12 DF No.2 MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC M2 Passed 1 piece(s) 2 x 8 HF No.2 @ 16" OC M3 Passed 1 piece(s) 4 x 8 HF No.2 M4 Passed 1 piece(s) 4 x 10 DF No.2 M5 Passed 1 piece(s) 4 x 10 DF No.2 230347 - BEAM CALCULATIONS JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6 File Name: 230347 - BEAM CALCULATIONS Page 1 / 2357 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)530 @ 0 3281 (1.50")Passed (16%)--1.0 D + 1.0 S (All Spans) Shear (lbs)407 @ 8 3/4"3502 Passed (12%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)828 @ 3' 1 1/2"3438 Passed (24%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.019 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.033 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"218 313 530 None 2 - Trimmer - HF 1.50"1.50"1.50"218 313 530 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 6' 3"4'15.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 2 / 2358 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1767 @ 0 3281 (1.50")Passed (54%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1160 @ 8 3/4"3502 Passed (33%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1877 @ 2' 1 1/2"3438 Passed (55%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.020 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.034 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"717 1049 1767 None 2 - Trimmer - HF 1.50"1.50"1.50"717 1049 1767 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"19' 9"16.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 3 / 2359 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3459 @ 1 1/2"6563 (3.00")Passed (53%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2861 @ 5' 3 3/4"5434 Passed (53%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6873 @ 3' 11 1/2"7004 Passed (98%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.040 @ 3' 3 3/8"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.067 @ 3' 3 3/8"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.58"1375 2084 3459 None 2 - Trimmer - HF 3.00"3.00"1.50"1207 1790 2997 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 6" o/c Bottom Edge (Lu)6' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 6"N/A 10.0 -- 1 - Uniform (PSF)3' 11 1/2" to 6' 6"2' 6"16.8 25.0 Roof 2 - Point (lb)3' 11 1/2"N/A 1174 1761 A8 LB 3 - Uniform (PSF)0 to 3' 11 1/2"19' 9"15.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF FRAMING, R3 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 4 / 2360 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1033 @ 0 3281 (1.50")Passed (31%)--1.0 D + 1.0 L (All Spans) Shear (lbs)570 @ 8 3/4"3045 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)840 @ 1' 7 1/2"2989 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.006 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.009 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"400 634 102 1033 None 2 - Trimmer - HF 1.50"1.50"1.50"400 634 102 1033 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 3"2' 6"16.8 -25.0 Roof 2 - Uniform (PSF)0 to 3' 3"9' 9"10.0 40.0 -FLOOR 3 - Uniform (PLF)0 to 3' 3"N/A 100.0 --WALL ABOVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 5 / 2361 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3265 @ 0 3281 (1.50")Passed (100%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2581 @ 8 3/4"3502 Passed (74%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2395 @ 10"3438 Passed (70%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.011 @ 1' 6 7/16"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.019 @ 1' 6 7/16"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1357 43 1908 3265 None 2 - Trimmer - HF 1.50"1.50"1.50"420 43 587 1007 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 10"19' 9"16.8 -25.0 Roof 2 - Uniform (PSF)0 to 3' 3"8"10.0 40.0 -FLOOR 3 - Uniform (PLF)0 to 10"N/A 100.0 --WALL ABOVE 4 - Point (lb)10"N/A 1375 -2084 Linked from: R3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 6 / 2362 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1524 @ 0 3281 (1.50")Passed (46%)--1.0 D + 1.0 S (All Spans) Shear (lbs)840 @ 8 3/4"3502 Passed (24%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1239 @ 1' 7 1/2"3438 Passed (36%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.013 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"722 43 802 1524 None 2 - Trimmer - HF 1.50"1.50"1.50"722 43 802 1524 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 3" o/c Bottom Edge (Lu)3' 3" o/c Dead Floor Live Snow Vertical Loads Location Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ---- 1 - Uniform (PSF)0 to 3' 3"19' 9"16.8 -25.0 Roof 2 - Uniform (PSF)0 to 3' 3"8"10.0 40.0 -FLOOR 3 - Uniform (PLF)0 to 3' 3"N/A 100.0 --WALL ABOVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 7 / 2363 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1607 @ 0 3281 (1.50")Passed (49%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1056 @ 8 3/4"3045 Passed (35%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1708 @ 2' 1 1/2"2989 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.025 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.031 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"332 1275 1607 None 2 - Trimmer - HF 1.50"1.50"1.50"332 1275 1607 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"15'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U4 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 8 / 2364 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2369 @ 0 3281 (1.50")Passed (72%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1690 @ 10 3/4"3885 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3702 @ 3' 1 1/2"4492 Passed (82%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.056 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.070 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 1.50"1.50"1.50"494 1875 2369 None 2 - Trimmer - HF 1.50"1.50"1.50"494 1875 2369 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 3"15'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 9 / 2365 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2201 @ 4"12251 (5.50")Passed (18%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)1475 @ 1' 11"10908 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5985 @ 6' 3 1/2"19629 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.021 @ 6' 3 1/2"0.298 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.050 @ 6' 3 1/2"0.596 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 5.50"5.50"1.50"1261 860 393 2201 Blocking 2 - Column Cap - steel 5.50"5.50"1.50"1261 860 393 2201 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 7" o/c Bottom Edge (Lu)12' 7" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 12' 7"N/A 24.4 ---- 1 - Uniform (PSF)0 to 12' 7" (Top)3' 5"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 12' 7" (Top)N/A 100.0 --WALL ABOVE 3 - Uniform (PSF)0 to 12' 7" (Top)2' 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 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U6 1 piece(s) 6 x 18 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 10 / 2366 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4277 @ 7' 2"12251 (5.50")Passed (35%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1757 @ 5' 7"12545 Passed (14%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3612 @ 5' 10 7/16"22573 Passed (16%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 4' 13/16"0.171 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.009 @ 3' 11 15/16"0.342 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column Cap - steel 5.50"5.50"1.50"849 100 534 1383 Blocking 2 - Stud wall - HF 5.50"5.50"1.92"2007 100 2270 4277 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)7' 6" o/c Bottom Edge (Lu)7' 6" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 7' 6"N/A 24.4 ---- 1 - Uniform (PSF)0 to 7' 6" (Top)8"10.0 40.0 -FLOOR 2 - Uniform (PLF)0 to 7' 6" (Top)N/A 100.0 --WALL ABOVE 3 - Uniform (PSF)0 to 6' 1 1/2" (Top)2' 6"16.8 -25.0 Roof 4 - Uniform (PSF)6' 1 1/2" to 7' 6" (Top)19' 9"16.8 -25.0 Roof 5 - Point (lb)6' 1 1/2" (Top)N/A 1161 -1742 A1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U7 1 piece(s) 6 x 18 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 11 / 2367 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2955 @ 5' 4 1/2"6563 (3.00")Passed (45%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2295 @ 4' 5 3/4"3885 Passed (59%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3716 @ 3' 3 3/8"4492 Passed (83%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.027 @ 2' 9"0.175 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.049 @ 2' 9 15/16"0.262 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"842 1605 2447 None 2 - Trimmer - HF 3.00"3.00"1.50"1445 1510 2955 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 6" o/c Bottom Edge (Lu)5' 6" o/c Dead Floor Live Vertical Loads Location Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 6"N/A 8.2 -- 1 - Uniform (PSF)0 to 3' 10 1/2"14' 9"10.0 40.0 FLOOR 2 - Uniform (PSF)3' 10 1/2" to 5' 6"12' 9"10.0 40.0 FLOOR 3 - Point (lb)3' 10 1/2"N/A 1463 -F11 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 12 / 2368 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1157 @ 8' 2"12251 (5.50")Passed (9%)--1.0 D + 1.0 L (All Spans) Shear (lbs)780 @ 7' 1"7168 Passed (11%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2145 @ 4' 1 13/16"8840 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.013 @ 4' 3 7/16"0.196 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.028 @ 4' 2 13/16"0.392 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column Cap - steel 5.50"5.50"1.50"621 213 518 1169 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"486 670 146 1157 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 6" o/c Bottom Edge (Lu)8' 6" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 16.0 ---- 1 - Uniform (PSF)4' 1" to 8' 6" (Top)5'10.0 40.0 -FLOOR 2 - Uniform (PSF)0 to 4' 1" (Top)6' 6"15.8 -25.0 Roof 3 - Point (lb)4' 1" (Top)N/A 331 --F13 LB Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U9 1 piece(s) 6 x 12 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 13 / 2369 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6736 @ 4"12251 (5.50")Passed (55%)--1.0 D (All Spans) Shear (lbs)6701 @ 1' 8 1/2"13118 Passed (51%)0.90 1.0 D (All Spans) Pos Moment (Ft-lbs)34298 @ 10' 2"36350 Passed (94%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 0 0.644 Passed (2L/999+)--1.0 D (All Spans) Total Load Defl. (in)0.824 @ 9' 11 1/4"0.967 Passed (L/282)--1.0 D (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 19' 4". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Factored Accessories 1 - Stud wall - HF 5.50"5.50"3.02"6736 6736 None 2 - Stud wall - HF 5.50"5.50"2.79"6216 6216 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)20' o/c Bottom Edge (Lu)20' o/c Dead Vertical Loads Location (Side)Tributary Width (0.90)Comments 0 - Self Weight (PLF)0 to 20'N/A 20.0 1 - Point (lb)2' 2" (Top)N/A 1545 F16 2 - Point (lb)4' 2" (Top)N/A 1545 F16 3 - Point (lb)6' 2" (Top)N/A 1545 F16 4 - Point (lb)8' 2" (Top)N/A 1545 F16 5 - Point (lb)10' 2" (Top)N/A 1274 F17 6 - Point (lb)11' 10" (Top)N/A 1274 F18 7 - Point (lb)13' 10" (Top)N/A 1274 F18 8 - Point (lb)15' 10" (Top)N/A 1274 F18 9 - Point (lb)17' 10" (Top)N/A 1274 F18 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U10 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 14 / 2370 of 98 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 15 / 2371 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1446 @ 1 1/2"10313 (3.00")Passed (14%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1229 @ 1' 2 1/2"8244 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5649 @ 8' 3/4"10166 Passed (56%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.194 @ 8' 3 7/8"0.542 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.296 @ 8' 2 9/16"0.813 Passed (L/659)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"572 874 1446 None 2 - Trimmer - HF 3.00"3.00"1.50"395 978 1374 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)16' 6" o/c Bottom Edge (Lu)16' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 6"N/A 16.0 -- 1 - Uniform (PSF)0 to 8' 5"4'15.8 25.0 Roof 2 - Uniform (PSF)8' 5" to 16' 6"5'4.2 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED UPPER FLOOR FRAMING, U11 1 piece(s) 6 x 12 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 16 / 2372 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)9296 @ 4 1/2"13365 (6.00")Passed (70%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)8460 @ 1' 6"13409 Passed (63%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)24606 @ 4' 6 5/8"30360 Passed (81%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.218 @ 6' 5 7/16"0.315 Passed (L/691)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.482 @ 6' 4 5/16"0.629 Passed (L/313)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 12' 7". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Stud wall - HF 6.00"6.00"4.17"5244 1358 4044 9296 Blocking 2 - Stud wall - HF 5.50"5.50"2.73"3031 2403 1670 6085 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)13' 4" o/c Bottom Edge (Lu)13' 4" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 13' 3 1/2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 3' 11" (Top)8"10.0 40.0 -FLOOR 2 - Uniform (PSF)3' 11" to 13' 3 1/2" (Top)9' 9"10.0 40.0 -FLOOR 3 - Uniform (PLF)0 to 13' 3 1/2" (Top)N/A 100.0 --WALL ABOVE 4 - Point (lb)3' (Top)N/A 2167 -3250 B1 5 - Point (lb)3' 11" (Top)N/A 2067 --F13 6 - Uniform (PSF)0 to 3' 11" (Top)11'15.8 -25.0 Roof 7 - Uniform (PSF)3' 11" to 13' 3 1/2" (Top)4' 6"15.8 -25.0 Roof 8 - Uniform (PSF)0 to 13' 3 1/2" (Top)1'15.8 -25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 3RD CAR OPTION, U12 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 17 / 2373 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2644 @ 1 1/2"6563 (3.00")Passed (40%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1905 @ 1' 2 1/4"5434 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)5293 @ 4' 3"7004 Passed (76%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.059 @ 4' 3"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.098 @ 4' 3"0.412 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Trimmer - HF 3.00"3.00"1.50"1050 1594 2644 None 2 - Trimmer - HF 3.00"3.00"1.50"1050 1594 2644 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' 6" o/c Bottom Edge (Lu)8' 6" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 10.0 -- 1 - Uniform (PSF)0 to 8' 6"15'15.8 25.0 Roof Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED 3RD CAR OPTION, R4 1 piece(s) 4 x 12 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 18 / 2374 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)331 @ 2 1/2"2126 (3.50")Passed (16%)--1.0 D + 1.0 L (All Spans) Shear (lbs)260 @ 1' 3/4"1388 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)752 @ 4' 11 1/2"1917 Passed (39%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.076 @ 4' 11 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.095 @ 4' 11 1/2"0.475 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"3.50"1.50"66 264 331 Blocking 2 - Beam - DF 5.50"4.25"1.50"68 273 342 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)10' o/c Bottom Edge (Lu)10' o/c Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 10' 1"16"10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M1 1 piece(s) 2 x 10 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 19 / 2375 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)328 @ 6' 10 1/2"911 (1.50")Passed (36%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)255 @ 6' 3 1/4"1088 Passed (23%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)519 @ 3' 6 1/2"1284 Passed (40%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.061 @ 3' 6 1/2"0.167 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.071 @ 3' 6 1/2"0.333 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Beam - DF 3.50"3.50"1.50"47 283 118 348 Blocking 2 - Hanger on 7 1/4" HF beam 5.50"Hanger¹1.50"51 303 126 373 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 11" o/c Bottom Edge (Lu)6' 11" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LU26 1.50"N/A 6-10dx1.5 4-10dx1.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Load Location (Side)Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 7' 4"16"10.0 60.0 25.0 DECK Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M2 1 piece(s) 2 x 8 HF No.2 @ 16" OC ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 20 / 2376 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)933 @ 6' 3 1/2"2126 (1.50")Passed (44%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)716 @ 5' 8 1/4"2538 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1367 @ 3' 2 3/4"2823 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.049 @ 3' 2 3/4"0.204 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.067 @ 3' 2 3/4"0.306 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories 1 - Column - DF 3.50"3.50"1.50"263 678 283 983 Blocking 2 - Hanger on 7 1/4" HF beam 3.50"Hanger¹1.50"271 704 293 1020 See note ¹ •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 4" o/c Bottom Edge (Lu)6' 4" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HUC46 2.50"N/A 12-10dx1.5 6-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3 1/2"N/A 6.4 ---- 1 - Uniform (PSF)0 to 6' 7" (Top)3' 6"10.0 60.0 25.0 DECK 2 - Uniform (PLF)0 to 6' 7" (Top)N/A 40.0 --RAILING Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M3 1 piece(s) 4 x 8 HF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 21 / 2377 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1465 @ 2"7656 (3.50")Passed (19%)--1.0 D + 1.0 L (All Spans) Shear (lbs)872 @ 1' 3/4"3885 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1687 @ 2' 7 1/2"4492 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.016 @ 2' 7 1/2"0.164 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.020 @ 2' 7 1/2"0.246 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"3.50"1.50"310 1155 1465 Blocking 2 - Column - DF 3.50"3.50"1.50"310 1155 1465 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 3" o/c Bottom Edge (Lu)5' 3" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 5' 3" (Top)11'10.0 40.0 FLOOR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M4 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 22 / 2378 of 98 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2577 @ 2"7656 (3.50")Passed (34%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1444 @ 1' 3/4"3885 Passed (37%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2700 @ 2' 5"4492 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.019 @ 2' 5"0.150 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.027 @ 2' 5"0.225 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"3.50"1.50"725 1853 2577 Blocking 2 - Column - DF 3.50"3.50"1.50"725 1853 2577 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 10" o/c Bottom Edge (Lu)4' 10" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 4' 10"N/A 8.2 -- 1 - Uniform (PSF)0 to 4' 10" (Top)9'10.0 40.0 FLOOR 2 - Uniform (PSF)0 to 4' 10" (Top)10' 2"10.0 40.0 FLOOR 3 - Uniform (PLF)0 to 4' 10" (Top)N/A 100.0 -WALL ABOVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED MAIN FLOOR FRAMING, M5 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 8/15/2023 3:11:10 PM UTCZack Culbreath Hodge Engineering (253) 857-7055 zack@hodgeengineering.com ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 File Name: 230347 - BEAM CALCULATIONS Page 23 / 2379 of 98 80 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =2.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 3.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 81 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:24" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9813 Soil Bearing 1.472ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.2505 Z Flexure (+X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 Z Flexure (-X)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (+Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (-Z)1.074k-ft/ft 4.288k-ft/ft +1.20D+1.60S PASS 0.2769 1-way Shear (+X)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (-X)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (+Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.2769 1-way Shear (-Z)20.770psi 75.0psi +1.20D+1.60S PASS 0.5289 2-way Punching 79.334psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.72170.7217 0.7217 0.7217 0.4810.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4721.472 1.472 1.472 0.9810.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2841.284 1.284 1.284 0.8560.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.43300.4330 0.4330 0.4330 0.2890.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5254 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.40D 0.5254 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D 0.4503 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 +Z Bottom 0.1728 Min Temp %0.20 4.288 OK X-X, +0.90D 0.3377 -Z Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.40D 0.5254 +X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 -X Bottom 0.1728 Min Temp %0.20 4.288 OK Z-Z, +1.20D 0.4503 +X Bottom 0.1728 Min Temp %0.20 4.288 OK 82 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 3.0 5.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 83 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:30" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9713 Soil Bearing 1.457ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3349 Z Flexure (+X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 Z Flexure (-X)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (+Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (-Z)1.706k-ft/ft 5.095k-ft/ft +1.20D+1.60S PASS 0.4004 1-way Shear (+X)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (-X)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (+Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.4004 1-way Shear (-Z)30.030psi 75.0psi +1.20D+1.60S PASS 0.8526 2-way Punching 127.890psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.57670.5767 0.5767 0.5767 0.3850.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4571.457 1.457 1.457 0.9710.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2371.237 1.237 1.237 0.8250.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.34600.3460 0.3460 0.3460 0.2310.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6560 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.40D 0.6560 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D 0.5623 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+1.60S 1.706 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +1.20D+0.70S 1.063 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 +Z Bottom 0.1728 Min Temp %0.240 5.095 OK X-X, +0.90D 0.4217 -Z Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.40D 0.6560 +X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 -X Bottom 0.1728 Min Temp %0.240 5.095 OK Z-Z, +1.20D 0.5623 +X Bottom 0.1728 Min Temp %0.240 5.095 OK 84 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 4.0 8.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 85 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:36" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9853 Soil Bearing 1.478ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.2390 Z Flexure (+X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 Z Flexure (-X)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure (+Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2390 X Flexure (-Z)2.492k-ft/ft 10.424k-ft/ft +1.20D+1.60S PASS 0.2051 1-way Shear (+X)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (-X)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (+Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.2051 1-way Shear (-Z)15.380psi 75.0psi +1.20D+1.60S PASS 0.3697 2-way Punching 55.457psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.58940.5894 0.5894 0.5894 0.3930.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4781.478 1.478 1.478 0.9850.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2561.256 1.256 1.256 0.8370.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.35370.3537 0.3537 0.3537 0.2360.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 0.9655 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.40D 0.9655 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D 0.8276 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.50S 1.348 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+1.60S 2.492 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +1.20D+0.70S 1.556 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 +Z Bottom 0.2592 Min Temp %0.2667 10.424 OK X-X, +0.90D 0.6207 -Z Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.40D 0.9655 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 -X Bottom 0.2592 Min Temp %0.2667 10.424 OK Z-Z, +1.20D 0.8276 +X Bottom 0.2592 Min Temp %0.2667 10.424 OK 86 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 6.50 10.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 87 of 98 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:42" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9947 Soil Bearing 1.492ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3026 Z Flexure (+X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 Z Flexure (-X)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure (+Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.3026 X Flexure (-Z)3.371k-ft/ft 11.139k-ft/ft +1.20D+1.60S PASS 0.2759 1-way Shear (+X)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (-X)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (+Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.2759 1-way Shear (-Z)20.690psi 75.0psi +1.20D+1.60S PASS 0.5077 2-way Punching 76.162psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.67560.6756 0.6756 0.6756 0.4500.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.4921.492 1.492 1.492 0.9950.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2881.288 1.288 1.288 0.8590.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.40540.4054 0.4054 0.4054 0.2700.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D 1.506 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.40D 1.506 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D 1.291 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.50S 1.941 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+1.60S 3.371 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +1.20D+0.70S 2.201 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 +Z Bottom 0.2592 Min Temp %0.2857 11.139 OK X-X, +0.90D 0.9683 -Z Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.40D 1.506 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 -X Bottom 0.2592 Min Temp %0.2857 11.139 OK Z-Z, +1.20D 1.291 +X Bottom 0.2592 Min Temp %0.2857 11.139 OK 88 of 98 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.892 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.505 ft Mn * Phi : Allowable 25.551 k-ft Typical SectionSection used for this span Mu : Applied 22.804 k-ft Maximum Deflection 0 <360.0 9596 Ratio =0 <180.0 Max Downward Transient Deflection 0.003 in 19795Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.006 in Ratio =>=180.0Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 7.225 7.225 Overall MINimum 0.700 0.700 D Only 2.600 2.600 +D+L 3.300 3.300 +D+S 7.225 7.225 +D+0.750L 3.125 3.125 +D+0.750L+0.750S 6.594 6.594 +0.60D 1.560 1.560 L Only 0.700 0.700 S Only 4.625 4.625 . 89 of 98 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+0.50L+0.50S Span # 1 1 5.000 11.65 25.55 0.46 +1.20D+0.50L+0.70S Span # 1 1 5.000 13.68 25.55 0.54 +0.90D Span # 1 1 5.000 4.61 25.55 0.18 . Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+S 1 0.0063 2.500 0.0000 0.000 90 of 98 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi concrete CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi 1 60.0 29,000.0 40.0 29,000.0 3= =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi =1.0lLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi b 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : y f .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft, (Point Load) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.868 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.495 ft Mn * Phi : Allowable 26.452 k-ft Typical SectionSection used for this span Mu : Applied 22.962 k-ft Maximum Deflection 0 <360.0 16719 Ratio =0 <180.0 Max Downward Transient Deflection 0.002 in 25683Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=180.0Max Upward Total Deflection 0.000 in . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Overall MAXimum 7.331 7.331 Overall MINimum 0.700 0.700 D Only 2.706 2.706 +D+L 3.406 3.406 +D+S 7.331 7.331 +D+0.750L 3.231 3.231 +D+0.750L+0.750S 6.699 6.699 +0.60D 1.623 1.623 L Only 0.700 0.700 S Only 4.625 4.625 . 91 of 98 Concrete Beam HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION: 15" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam +1.20D+0.50L+0.50S Span # 1 1 5.000 11.81 26.45 0.45 +1.20D+0.50L+0.70S Span # 1 1 5.000 13.84 26.45 0.52 +0.90D Span # 1 1 5.000 4.73 26.45 0.18 . Location in Span (ft)Load CombinationMax. "-" Defl (in) Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections +D+S 1 0.0036 2.500 0.0000 0.000 92 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :6' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 1 Description.... 6' Unrestrained wall This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 6.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 100.0 200.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.07OK Sliding =1.55OK Total Bearing Load =2,391lbs ...resultant ecc. =6.69in Soil Pressure @ Toe =1,488psf OK Soil Pressure @ Heel =0psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,083psf ACI Factored @ Heel =0psf Footing Shear @ Toe =19.0psi OK Footing Shear @ Heel =9.2psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =883.3lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 766.8 600.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###4 4 4 Rebar Spacing = 12.00 12.00 12.00 Rebar Placed at =Center Center Center Design Data fb/FB + fa/Fa =0.061 0.419 0.703 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =3,387.6 3,387.6 3,387.6ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 4.00in 4.00 4.00 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 225.9 801.8lbs 1,130.2Strength Level Service Level Strength Level = 209.5 1,421.2 2,382.5ft-# Service Level Strength Level = 4.7 16.7 23.5psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 93 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :6' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 2 Description.... 6' Unrestrained wall This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0126 in2/ft (4/3) * As :0.0169 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0858 in2/ft (4/3) * As :0.1144 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1438 in2/ft (4/3) * As :0.1918 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in 1.30 1.96 9.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 3.00 1.30ft Footing Thickness =in 3.26= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = phiMn = phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 6 phiMn = phi'5'lambda'sqrt(fc)'Sm =# 4 @ 13.89 in = = = = = 2,083 18,171 2,691 1,290 19.05 75.00 Heel: 0 211 831 620 9.24 40.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.63 0.19 #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in in2 in2 /ft If two layers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in supplemental design for footing torsion. 94 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :8' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 1 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 8.00 0.50 0.00 12.00 1,515.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 100.0 200.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.38OK Sliding =1.53OK Total Bearing Load =4,030lbs ...resultant ecc. =7.50in Soil Pressure @ Toe =1,514psf OK Soil Pressure @ Heel =179psf OK Allowable =1,515 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,120psf ACI Factored @ Heel =251psf Footing Shear @ Toe =19.7psi OK Footing Shear @ Heel =11.6psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =1,532.0lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,340.3 1,001.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###5 5 5 Rebar Spacing = 12.00 12.00 10.75 Rebar Placed at =Center Center Center Design Data fb/FB + fa/Fa =0.208 0.729 0.970 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =5,069.7 5,069.7 5,593.0ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 4.00in 4.00 4.00 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 658.6 1,514.5lbs 1,954.9Strength Level Service Level Strength Level = 1,056.7 3,700.2 5,430.3ft-# Service Level Strength Level = 13.7 31.6 40.7psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 95 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :8' Unrestrained 40 psf Surcharge Dsgnr:JEH Page : 2 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: C:\Users\johnhodge\Documents\RetainPro 10 Project Files\unrestrained walls 2.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0638 in2/ft (4/3) * As :0.0851 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2234 in2/ft (4/3) * As :0.2978 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2234 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3278 in2/ft (4/3) * As :0.4371 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(4)/60000 :0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3278 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.346 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in 2.05 2.71 12.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 7.00 2.05ft Footing Thickness =in 4.76= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 4 @ 13.89 in = = = = = 2,120 46,526 7,837 3,224 19.69 75.00 Heel: 251 1,086 2,721 1,635 11.62 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 18.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.26 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.23 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. 96 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :10' Unrestrained 40 psf Surcharge Page : 1 Dsgnr:JEH Date: 11 JUN 2021 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained 10.00 0.50 0.00 12.00 1,500.0 35.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00= pcf = Soil Density, Heel = Passive Pressure = psf/ft Allow Soil Bearing = psf Soil Density, Toe 110.00pcf Footing||Soil Friction =0.350 Soil height to ignore for passive pressure = 0.00in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 40.0 Lateral Load = 0.0#/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00ft...Height to Top =0.00ft Eccentricity =0.00in...Height to Bottom = 0.00ft Used To Resist Sliding & Overturning Used for Sliding & Overturning = 0.0ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Design Summary Wall Stability Ratios Overturning =2.64OK Sliding =1.53OK Total Bearing Load =5,600lbs ...resultant ecc. =7.60in Soil Pressure @ Toe =1,438psf OK Soil Pressure @ Heel =351psf OK Allowable =1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,014psf ACI Factored @ Heel =492psf Footing Shear @ Toe =28.7psi OK Footing Shear @ Heel =18.0psi OK Allowable =75.0psi Sliding Calcs Lateral Sliding Force =2,257.5lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,960.1 1,504.2 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 3rd 2nd Stem OKStem OK Stem OK Bottom Shear.....Actual Design Height Above Ftg =3.50ft 1.00 0.00 Wall Material Above "Ht" =Concrete Concrete Concrete Thickness =8.00 8.00 8.00 Rebar Size =###5 5 5 Rebar Spacing = 9.00 9.00 9.00 Rebar Placed at = 6.25 i 6.25 i 6.25 i Design Data fb/FB + fa/Fa =0.279 0.711 0.965 Total Force @ Section =l bs Moment....Actual =ft-# Moment.....Allowable =10,717.8 10,717.8 10,717.8ft-# =p si Shear.....Allowable =75.0 75.0psi 75.0 Wall Weight = 100.0 100.0psf 100.0 Rebar Depth 'd'= 6.25in 6.25 6.25 Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Data f'c =2,500.0 2,500.0psi 2,500.0 Fy =60,000.0 60,000.0 Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi 60,000.0 Service Level = 1,315.4 2,451.3lbs 3,003.6Strength Level Service Level Strength Level = 2,993.3 7,628.7 10,351.5ft-# Service Level Strength Level = 17.5 32.7 40.0psi Design Method = LRFD LRFD LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 97 of 98 Hodge Engineering, Inc. 3733 Rosedale St. Ste. 200 Gig Harbor, WA. 98335 Title :10' Unrestrained 40 psf Surcharge Page : 2 Dsgnr:JEH Date: 11 JUN 2021 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:\users\johnhodge\documents\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06053958License To : HODGE ENGINEERING Project Name/Number : unrestrained Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1121 in2/ft (4/3) * As :0.1495 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 2nd Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2858 in2/ft (4/3) * As :0.3811 in2/ft Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2858 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3878 in2/ft (4/3) * As :0.5171 in2/ft Min Stem T&S Reinf Area 0.192 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3878 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in 2.80 3.46 12.00 Footing Torsion, Tu ==ft-lbs0 .00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 = 2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 8.00 14.00 2.80ft Footing Thickness =in 6.26= Cover @ Top =2.00 in@ Btm.=3.00in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000psi Footing Design Results Key: = #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 4 @ 13.88 in = = = = = 2,014 83,819 14,633 5,766 28.73 75.00 Heel: 492 2,808 6,113 3,305 17.96 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 9.26 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.25 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.62 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. 98 of 98