Loading...
MM 12 ENGINEERING CALCULATIONS2018 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: CEDAR A SITE CRITERIA DESIGN WIND SPEED WIND (IBC) SEISMIC SITE SOIL RISK ROOF SNOW (V) EXPOSURE DESIGN CLASS. CATEGORY LOAD CATEGORY 25 PSF 97 MPH B D D II SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL OWNER PER OWNER OWNER RESPONSE Si RESPONSE Ss <15% NONE NONE 12" 0.4659 1.2869 VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES ELEVATION A 3 -CAR OPTION SITE: 15538 BERGH CT SE YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: J1090607 DATED 05.25.21 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, RE 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 230065 DATE 02.21.23 APPROX. ELEVATION 355 FT ELEVATION A Digitally signed by John Hodge Date: 2023.02.21 12:50:43 -08'00' COPYRIGHT ©1013 HODGE ENGINEERING, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER WAC 196-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION TABLE OF CONTENTS Project and Site Information ........................................................................................................... -Engineering Methods Explanation (2018 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) -Wind Speed Determination - Applied Technology Council -Seismic1 Spectral Response - Applied Technology Council -Satellite Image of Building Site and Surrounding Area -Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) Lateral Analysis ................................................................................................................................ -Project Lateral Information - Design Settings and Site Information -Woodworks® Shearwall Lateral Analysis - Layout and Uplift by Floor -Design Summary - Shear Wall Design and Hold Downs -Shear Results for Wind - Critical Response Summary -Shear Results for Seismic - Critical Response Summary -Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) -Plan Specific Lateral Items Gravity Load Analysis ..................................................................................................................... -Forte® Job Summary Report - List of Beams and Headers -Member Reports - Individual Beams and Headers -Post Capacities Tables -Plan Specific Gravity Items Foundation ........................................................................................................................................ -1500 PSF Reinforced Concrete Pad Calculations -Continuous Concrete Footing with Stem Point Load Engineering -Restrained Retaining Walls if Present -Unrestrained Retaining Walls if Present -Plan Specific Foundation Items 1 2018 International Building Code (IBC) 1 of 55 2018 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are specified on the full size engineering sheets. The enclosed engineering calculations document the engineering analysis. The engineering calculations are not required to be referenced onsite for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2018 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-16. Applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. The structural elements are sheathing, nailing, holdowns, and the connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 12 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one-and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. The AF&PA "wrote the manuals" all engineers use. Seismic: Seismic load engineering follows the ASCE 7-16 12.8 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-16 12.8 for a detailed description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S1 and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model specified by ASCE 7-16 section 12.8. Wind: Wind load engineering follows the ASCE 7-16 Directional method for all heights. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strengths for each shearwall are calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the OSB sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2018 IBC have been traced through the structure. Refer to the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered for reference back to the engineering calculations. Loads to the foundation or soil have reinforced footings specified where required. 2 of 55 3 of 55 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: 15538 Bergh Ct SE, Yelm, WA 98597 Plan: Cedar 3-Car Job: 230065 Three resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). “This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state”. 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications 3. ASCE 7-16 Chapter 7 Snow Loads Ground Snow Load pg: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 355 ft. from Google Earth 1. Ground snow load = NGSL x elevation = 0.050 * 355 = 18 psf = pg 2. SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor = 1.1 for heated residences (table 7.3-2) ASCE 7-16 7.3.3 Is is the importance factor = 1.0 for residences (table 1.5-1) ASCE 7-16 7.4 Sloped roof snow loads - no roof slope reduction Cs taken unless noted otherwise ASCE 7-16 7.6 Trussed roof or slope exceeding 7:12 – no unbalanced snow loading pf = 0.7CeCtIpg = 0.7 * 1.0 * 1.1 * 1.0 * 18 pg = 14 psf Flat Roof Snow Load Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 4 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 Project Information COMPANY AND PROJECT INFORMATION Company Project Exposure B Seismic Category D DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 6.00 Elevation (between stories) 4.75 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Table 4.3.3.5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.2-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.208s 0.208s Approximate Ta 0.208s 0.208s Maximum T 0.291s 0.291s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 5 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 11:43:35 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-1A-22-2A-4 4-1A-3 5-1B-2 1-1B-1 A-1 2-14254291034205088187628784821291034202893219518762878287819431370575572575572365726459871206283928582892261821671868990406178178459771132367232617711264073324797234276892102910871954102989288810871066 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 6 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 11:43:35 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-2A-22-1A-3 4-1A-1 3-1A-5 A-45-16-1292534202195187619433420219518761943267999498795599099498795599028497117337237117337232755892888892888 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 7 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 11:43:35 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-1A-22-2A-4 4-1A-3 5-1B-2 1-1B-1 A-1 2-134843484238323173856127123573673238323172369148612712357235713162252 2252 9459419459412811281119085931039202220312056188816181436595 42818818742534082784415242140824324212331415380538055279159681473915527525968948Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 8 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 11:43:35 -10'-7.5'-5'-2.5'0'2.5'5'7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5' -5' -2.5' 0' 2.5' 5' 7.5' 10' 12.5' 15' 17.5' 20' 22.5' 25' 27.5' 30' 32.5' 35' 37.5' 40' 42.5' 45' 47.5' C-1 6-2A-22-1A-3 4-1A-1 3-1A-5 A-45-16-11981 198123171486127113162317148612711316161116115985935745955985935745951635163540842141540842141516281628527525527525 Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored uplift wind load (plf,lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 9 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 21.29 0.0 Level 2 13.29 1'-6.0 8.00 21.8 22.5 Level 1 2.79 9.5 9.00 13.2 14.0 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =-0.14 5.25 North Side 22.6 1.00 Extent X,Y =40.14 39.75 South Side 22.6 1.00 Ridge Y Location, Offset 25.13 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =29.50 3.50 North Joined 157.4 1.00 Extent X,Y =8.25 1.75 South Gable 90.0 1.00 Ridge X Location, Offset 33.63 0.00 East Side 33.7 1.00 Ridge Elevation, Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.14 2.50 North Joined 157.4 1.00 Extent X,Y =20.00 2.75 South Gable 90.0 1.00 Ridge X Location, Offset 10.14 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge Location X,Y =0.00 0.00 North Side 90.0 1.00 Extent X,Y =20.00 2.75 South Side 26.2 1.00 Ridge Y Location, Offset 2.75 1.38 East Gable 90.0 1.00 Ridge Elevation, Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =27.00 2.00 North Side 90.0 1.00 Extent X,Y =13.25 2.00 South Side 26.2 1.00 Ridge Y Location, Offset 4.00 1.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.28 0.98 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y =-10.25 2.00 North Side 22.6 1.00 Extent X,Y =10.11 21.00 South Side 22.6 1.00 Ridge Y Location, Offset 12.50 0.00 East Joined 90.0 1.00 Ridge Elevation, Height 25.66 4.37 West Gable 90.0 0.78 Block 7 1 Story N-S Ridge Location X,Y =15.25 45.00 North Gable 90.0 1.00 Extent X,Y =11.75 11.75 South Joined 90.0 1.00 Ridge X Location, Offset 21.13 0.00 East Side 30.0 1.00 Ridge Elevation, Height 24.68 3.39 West Side 30.0 1.00 2 10 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 3 12 Y 1,3 2 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 11 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 1 Line 1 Seg 2 -10.00 2.00 22.75 20.75 20.75 - 9.00 Wall 1-1 Seg 2 -10.00 2.00 22.75 20.75 20.75 0.43 - Line 2 Level 2 Line 2 2 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 2-1 Seg 2 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 -- 22.00 24.50 2.50 - - 8.00 Segment 2 -- 24.50 30.25 5.75 - 1.39 - Opening 2 -- 30.25 32.25 2.00 - - 8.00 Segment 3 -- 32.25 40.75 8.50 - 0.94 - Opening 3 -- 40.75 42.75 2.00 - - 8.00 Segment 4 -- 42.75 45.00 2.25 - 3.56 - Level 1 Line 2 3 0.00 2.00 45.00 43.00 16.25 - 9.00 Wall 2-1 NSW 0.00 0.00 2.00 2.00 0.00 1.00 - Wall 2-2 Seg 3 0.00 22.75 45.00 22.25 16.25 - - Segment 1 -- 22.75 29.75 7.00 - 1.29 - Opening 1 -- 29.75 31.75 2.00 - - 9.00 Segment 2 -- 31.75 41.00 9.25 - 0.97 - Opening 2 -- 41.00 43.00 2.00 - - 9.00 Segment 3 -- 43.00 45.00 2.00 - 4.50 - Line 3 Level 2 Line 3 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 3-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 4-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 4 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 4-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 5 Level 2 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 5-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 5 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 5-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 6 Level 2 Line 6 2 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 6-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 6-2 Seg 2 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 -- 24.00 26.50 2.50 - - 8.00 Segment 2 -- 26.50 45.00 18.50 - 0.43 - Level 1 Line 6 2 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 6-1 Seg 2 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 -- 30.25 32.75 2.50 - - 9.00 Segment 2 -- 32.75 36.75 4.00 - 2.25 - Opening 2 -- 36.75 39.25 2.50 - - 9.00 Segment 3 -- 39.25 45.00 5.75 - 1.57 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 1 3.93 8.50 40.00 31.50 13.25 - 8.00 Wall A-1 NSW 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - - - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - - - Wall A-2 Seg 1 2.50 8.50 20.00 11.50 6.25 - - Segment 1 -- 8.50 11.50 3.00 - 2.67 - 4 12 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 -- 11.50 16.75 5.25 - - 8.00 Segment 2 -- 16.75 20.00 3.25 - 2.46 - Wall A-3 Seg 1 5.25 20.00 29.75 9.75 4.25 - - Segment 1 -- 20.00 21.25 1.25 - 6.40 - Opening 1 -- 21.25 25.50 4.25 - - 8.00 Segment 2 -- 25.50 29.75 4.25 - 1.88 - Wall A-4 NSW 3.50 29.75 37.25 7.50 0.00 - - Segment 1 -- 29.75 31.50 1.75 - - - Opening 1 -- 31.50 35.75 4.25 - - 8.00 Segment 2 -- 35.75 37.25 1.50 - - - Wall A-5 Seg 1 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 14.25 - 9.00 Wall A-1 NSW 2.00 -10.00 0.00 10.00 0.00 - - Segment 1 -- -10.00 -8.50 1.50 - - - Opening 1 -- -8.50 -1.50 7.00 - - 8.00 Segment 2 -- -1.50 0.00 1.50 - - - Wall A-2 Seg 1 0.00 0.00 20.00 20.00 6.75 - - Segment 1 -- 0.00 3.25 3.25 - 2.77 - Opening 1 -- 3.25 16.50 13.25 - - 9.00 Segment 2 -- 16.50 20.00 3.50 - 2.57 - Wall A-3 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 -- 20.00 21.50 1.50 - - - Opening 1 -- 21.50 25.50 4.00 - - 9.00 Segment 2 -- 25.50 26.75 1.25 - - - Wall A-4 Seg 1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 -- 26.75 30.50 3.75 - 2.40 - Opening 1 -- 30.50 36.25 5.75 - - 9.00 Segment 2 -- 36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B 2 25.07 -10.00 40.00 50.00 22.00 - 9.00 Wall B-1 Seg 2 22.75 -10.00 0.00 10.00 10.00 0.90 - Wall B-2 Seg 2 27.00 0.00 12.00 12.00 12.00 0.75 - Line C Level 2 Line C 2 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall C-1 Seg 2 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 -- 11.00 15.50 4.50 - 1.78 - Opening 2 -- 15.50 20.50 5.00 - - 8.00 Segment 3 -- 20.50 30.75 10.25 - 0.78 - Opening 3 -- 30.75 35.75 5.00 - - 8.00 Segment 4 -- 35.75 40.00 4.25 - 1.88 - Level 1 Line C 3 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall C-1 Seg 3 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 -- 13.50 18.25 4.75 - 1.89 - Opening 2 -- 18.25 26.25 8.00 - - 9.00 Segment 3 -- 26.25 30.75 4.50 - 2.00 - Opening 3 -- 30.75 34.75 4.00 - - 9.00 Segment 4 -- 34.75 40.00 5.25 - 1.71 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 13 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 14 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 1 Ln1, Lev1 2 S->N 20.6 - 427 - 1.0 - 339 - 339 7024 0.06 2 N->S 20.6 - 428 - 1.0 - 339 - 339 7024 0.06 Line 2 Level 2 Ln2, Lev2 - Both - - 1635 - - - 339 - - 11002 - Wall 2-1 2 Both - - 1635 - 1.0 - 339 - - 11002 - Seg. 1 - Both 50.3 0.0 918 - 1.0 - 339 - 339 6178 0.15 Seg. 2 - Both 50.3 0.0 289 - 1.0 - 339 - 339 1946 0.15 Seg. 3 - Both 50.3 0.0 428 - 1.0 - 339 - 339 2877 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln2, Lev1 - S->N - - 4234 - - - 495 - - 8040 - - N->S - - 4253 - - - 495 - - 8040 - Wall 2-2 3 S->N - - 4234 - 1.0 - 495 - - 8040 - 3 N->S - - 4253 - 1.0 - 495 - - 8040 - Seg. 1 - S->N 260.6 0.0 1824 - 1.0 - 495 - 495 3463 0.53 - N->S 261.7 0.0 1832 - 1.0 - 495 - 495 3463 0.53 Seg. 2 - S->N 260.6 0.0 2410 - 1.0 - 495 - 495 4577 0.53 - N->S 261.7 0.0 2421 - 1.0 - 495 - 495 4577 0.53 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 495 - 495 - - Line 6 Level 2 Ln6, Lev2 - Both - - 1628 - - - 339 - - 12610 - Wall 6-2 2 Both - - 1628 - 1.0 - 339 - - 12610 - Seg. 1 - Both 43.7 0.0 820 - 1.0 - 339 - 339 6347 0.13 Seg. 2 - Both 43.7 0.0 809 - 1.0 - 339 - 339 6263 0.13 Level 1 Ln6, Lev1 - Both - - 3805 - - - 339 - - 12629 - Wall 6-1 2 Both - - 3805 - 1.0 - 339 - - 12629 - Seg. 1 - Both 102.0 0.0 2856 - 1.0 - 339 - 339 9479 0.30 Seg. 2 - Both 90.7 0.0 363 - .89 - 301 - 301 1204 0.30 Seg. 3 - Both 102.0 0.0 586 - 1.0 - 339 - 339 1946 0.30 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 1981 - - - 638 - - 7038 - Wall A-2 1 Both - - 878 - 1.0 - 638 - - 3120 - Seg. 1 - Both 134.7 0.0 404 - .75 - 478 - 478 1435 0.28 Seg. 2 - Both 145.9 0.0 474 - .81 - 518 - 518 1685 0.28 Wall A-3 1 Both - - 763 - 1.0 - 638 - - 2711 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Seg. 2 - Both 179.6 0.0 763 - 1.0 - 638 - 638 2711 0.28 Wall A-5 1 Both 123.5 - 340 - .69 - 638 - 439 1206 0.28 Level 1 LnA, Lev1 - Both - - 3484 - - - 638 - - 7222 - Wall A-2 1 Both - - 1560 - 1.0 - 638 - - 3234 - Seg. 1 - Both 222.3 0.0 722 - .72 - 461 - 461 1497 0.48 Seg. 2 - Both 239.4 0.0 838 - .78 - 496 - 496 1737 0.48 Wall A-4 1 Both - - 1923 - 1.0 - 638 - - 3987 - Seg. 1 - Both 256.5 0.0 962 - .83 - 532 - 532 1994 0.48 Seg. 2 - Both 256.5 0.0 962 - .83 - 532 - 532 1994 0.48 Line B LnB, Lev1 - Both - - 2252 - - - 339 - - 7447 - Wall B-1 2 Both 102.4 - 1024 - 1.0 - 339 - 339 3385 0.30 Wall B-2 2 Both 102.4 - 1229 - 1.0 - 339 - 339 4062 0.30 Line C Level 2 LnC, Lev2 - Both - - 1611 - - - 339 - - 7786 - Wall C-1 2 Both - - 1611 - 1.0 - 339 - - 7786 - Seg. 1 - Both 70.0 0.0 280 - 1.0 - 339 - 339 1354 0.21 Seg. 2 - Both 70.0 0.0 315 - 1.0 - 339 - 339 1523 0.21 Seg. 3 - Both 70.0 0.0 718 - 1.0 - 339 - 339 3470 0.21 7 15 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 SHEAR RESULTS (flexible wind design, continued) Seg. 4 - Both 70.0 0.0 298 - 1.0 - 339 - 339 1439 0.21 Level 1 LnC, Lev1 - Both - - 2811 - - - 495 - - 8933 - Wall C-1 3 Both - - 2811 - 1.0 - 495 - - 8933 - Seg. 1 - Both 138.4 0.0 554 - .89 - 440 - 440 1759 0.31 Seg. 2 - Both 155.7 0.0 739 - 1.0 - 495 - 495 2350 0.31 Seg. 3 - Both 155.7 0.0 701 - 1.0 - 495 - 495 2226 0.31 Seg. 4 - Both 155.7 0.0 817 - 1.0 - 495 - 495 2597 0.31 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 8 16 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 38859 1647.5 8006 8006 5604 5604 5604 5604 1 44892 1942.3 5250 5250 6466 6466 6466 6466 All 83751 - 13256 13256 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0 for Seismic Design Category A as per ASCE 7 12.4.2.2. 9 17 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 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 1 Ln1, Lev1 2 Both 19.6 - 406 - 1.0 - 242 - 242 5017 0.08 Line 2 Level 2 Ln2, Lev2 - Both - - 2849 - - - 242 - - 7859 - Wall 2-1 2 Both - - 2849 - 1.0 - 242 - - 7859 - Seg. 1 - Both 87.7 0.0 1600 - 1.0 - 242 - 242 4413 0.36 Seg. 2 - Both 87.7 0.0 504 - 1.0 - 242 - 242 1390 0.36 Seg. 3 - Both 87.7 0.0 745 - 1.0 - 242 - 242 2055 0.36 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln2, Lev1 - Both - - 4597 - - - 353 - - 5743 - Wall 2-2 3^Both - - 4597 - 1.0 - 353 - - 5743 - Seg. 1 - Both 282.9 0.0 1980 - 1.0 - 353 - 353 2474 0.80 Seg. 2 - Both 282.9 0.0 2617 - 1.0 - 353 - 353 3269 0.80 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 353 - 353 - - Line 6 Level 2 Ln6, Lev2 - Both - - 2755 - - - 242 - - 9007 - Wall 6-2 2 Both - - 2755 - 1.0 - 242 - - 9007 - Seg. 1 - Both 74.0 0.0 1387 - 1.0 - 242 - 242 4534 0.31 Seg. 2 - Both 74.0 0.0 1368 - 1.0 - 242 - 242 4473 0.31 Level 1 Ln6, Lev1 - Both - - 4276 - - - 242 - - 9020 - Wall 6-1 2 Both - - 4276 - 1.0 - 242 - - 9020 - Seg. 1 - Both 114.6 0.0 3209 - 1.0 - 242 - 242 6770 0.47 Seg. 2 - Both 101.9 0.0 408 - .89 - 215 - 215 860 0.47 Seg. 3 - Both 114.6 0.0 659 - 1.0 - 242 - 242 1390 0.47 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 2925 - - - 456 - - 5027 - Wall A-2 1 Both - - 1297 - 1.0 - 456 - - 2229 - Seg. 1 - Both 198.9 0.0 597 - .75 - 342 - 342 1025 0.58 Seg. 2 - Both 215.4 0.0 700 - .81 - 370 - 370 1203 0.58 Wall A-3 1 Both - - 1127 - 1.0 - 456 - - 1937 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Seg. 2 - Both 265.2 0.0 1127 - 1.0 - 456 - 456 1937 0.58 Wall A-5 1 Both 182.3 - 501 - .69 - 456 - 313 862 0.58 Level 1 LnA, Lev1 - Both - - 4254 - - - 456 - - 5158 - Wall A-2 1^Both - - 1905 - 1.0 - 456 - - 2310 - Seg. 1 - Both 271.4 0.0 882 - .72 - 329 - 329 1070 0.82 Seg. 2 - Both 292.3 0.0 1023 - .78 - 354 - 354 1241 0.82 Wall A-4 1^Both - - 2349 - 1.0 - 456 - - 2848 - Seg. 1 - Both 313.2 0.0 1174 - .83 - 380 - 380 1424 0.82 Seg. 2 - Both 313.2 0.0 1174 - .83 - 380 - 380 1424 0.82 Line B LnB, Lev1 - Both - - 1370 - - - 242 - - 5320 - Wall B-1 2 Both 62.3 - 623 - 1.0 - 242 - 242 2418 0.26 Wall B-2 2 Both 62.3 - 747 - 1.0 - 242 - 242 2902 0.26 Line C Level 2 LnC, Lev2 - Both - - 2679 - - - 242 - - 5561 - Wall C-1 2^Both - - 2679 - 1.0 - 242 - - 5561 - Seg. 1 - Both 116.5 0.0 466 - 1.0 - 242 - 242 967 0.48 Seg. 2 - Both 116.5 0.0 524 - 1.0 - 242 - 242 1088 0.48 Seg. 3 - Both 116.5 0.0 1194 - 1.0 - 242 - 242 2478 0.48 Seg. 4 - Both 116.5 0.0 495 - 1.0 - 242 - 242 1028 0.48 Level 1 LnC, Lev1 - Both - - 3657 - - - 353 - - 6381 - Wall C-1 3 Both - - 3657 - 1.0 - 353 - - 6381 - Seg. 1 - Both 180.0 0.0 720 - .89 - 314 - 314 1257 0.57 Seg. 2 - Both 202.5 0.0 962 - 1.0 - 353 - 353 1679 0.57 Seg. 3 - Both 202.5 0.0 911 - 1.0 - 353 - 353 1590 0.57 Seg. 4 - Both 202.5 0.0 1063 - 1.0 - 353 - 353 1855 0.57 10 18 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A 3 CAR.wsw Feb. 21, 2023 12:36:35 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full-height sheathing (FHS) vmax/vft - Perforated walls: Collector and in-plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.4.3 Force-transfer walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub – For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment or force-transfer pier: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V – Total factored shear capacity of shearline, wall or segment. Crit Resp – Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 19 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3) 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 Project Information DESIGN SETTINGS Design Code IBC 2018/AWC SDPWS 2015 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design (ASD) 0.70 Seismic 0.60 Wind For Deflection (Strength) 1.00 Seismic 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) 3.17 Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic when comb'd w/ wood panels Always Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 500 story height Force-transfer strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Irregular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 355ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.465g Ss: 1.286g Fundamental Period E-W N-S T Used 0.208s 0.208s Approximate Ta 0.208s 0.208s Maximum T 0.291s 0.291s Response Factor R 6.50 6.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 20 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 11:40:58 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' D-1 5-1A-11-1A-2 3-1B-1 4-1C-1 3869276333114846181627144593276333114846181627142714188010588118113413249895911002687270627382472203417449634232963209620209919631359756100941088679881045188798886786310451024 Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 1 of 2 21 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 11:40:58 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' D-1 5-2A-21-1A-3 3-1A-1 2-1A-5 A-44-15-12830 331121021816188033112102181618802605 967959929963967959929963275896313591009963135910092677867863867863Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.03; Flexible distribution Vertical element required C Compression force exists Factored holddown force (lbs) Factored shearline force (lbs) Applied point load or discontinuous shearline force (lbs) Unfactored dead load (plf,lbs) Unfactored applied shear load (plf) Level 2 of 2 22 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 11:40:58 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' D-1 5-1A-11-1A-2 3-1B-1 4-1C-1 3577 3577224722483659164427593929224722483659164427592759117021442144164316432619261918216109301939195019731802152413386123842384257515591520900575812766602379637965309139651474913530527965946 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 23 of 55 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2019 (Update 3)230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 11:40:58 0'1.67'3.33'5'6.67'8.33'10'11.67'13.33'15'16.67'18.33'20'21.67'23.33'25'26.67'28.33'30'31.67'33.33'35'36.67'38.33'40'41.67' -5' -3.33' -1.67' 0' 1.67' 3.33' 5' 6.67' 8.33' 10' 11.67' 13.33' 15' 16.67' 18.33' 20' 21.67' 23.33' 25' 26.67' 28.33' 30' 31.67' 33.33' 35' 36.67' 38.33' 40' 41.67' 43.33' 45' 46.67' D-1 5-2A-21-1A-3 3-1A-1 2-1A-5 A-44-15-12094 2094 2248142716441170224814271644117016561656614610590612614610590612 1647164757581260257581260216351635530527530527Loads: 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 24 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft]Depth [in]Height [ft]shrinkage [in]length [in] Ceiling 21.29 0.0 Level 2 13.29 1'-6.0 8.00 21.8 22.5 Level 1 2.79 9.5 9.00 13.2 14.0 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X,Y =0.00 5.25 North Side 22.6 1.00 Extent X,Y =40.00 39.75 South Side 22.6 1.00 Ridge Y Location, Offset 25.13 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.56 8.27 West Gable 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y =29.50 3.50 North Joined 157.4 1.00 Extent X,Y =8.25 1.75 South Gable 90.0 1.00 Ridge X Location, Offset 33.63 0.00 East Side 33.7 1.00 Ridge Elevation, Height 24.04 2.75 West Side 33.7 1.00 Block 3 2 Story N-S Ridge Location X,Y =0.00 2.50 North Joined 157.4 1.00 Extent X,Y =20.00 2.75 South Gable 90.0 1.00 Ridge X Location, Offset 10.00 0.00 East Side 33.7 1.00 Ridge Elevation, Height 27.96 6.67 West Side 33.7 1.00 Block 4 1 Story E-W Ridge Location X,Y =-0.25 0.00 North Side 90.0 1.00 Extent X,Y =20.00 2.75 South Side 26.2 1.00 Ridge Y Location, Offset 2.75 1.38 East Gable 90.0 1.00 Ridge Elevation, Height 14.64 1.35 West Gable 90.0 1.00 Block 5 1 Story E-W Ridge Location X,Y =27.00 2.00 North Side 90.0 1.00 Extent X,Y =13.25 2.00 South Side 26.2 1.00 Ridge Y Location, Offset 4.00 1.00 East Gable 90.0 1.00 Ridge Elevation, Height 14.28 0.98 West Gable 90.0 1.00 Block 6 1 Story N-S Ridge Location X,Y =16.50 45.00 North Gable 90.0 1.00 Extent X,Y =11.42 6.42 South Joined 90.0 1.00 Ridge X Location, Offset 22.21 0.00 East Side 22.6 1.00 Ridge Elevation, Height 23.67 2.38 West Side 22.6 1.00 2 25 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 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 3 12 Y 1,2,3 3 Ext Struct Sh OSB 24/16 7/16 - -Vert 83500 8d Nail N 6 12 Y 1,3 4 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Nail N 4 12 Y 1,2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables (created by program) Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 26 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group X [ft]Start End [ft] [ft] Ratio [ft] Line 1 Level 2 Line 1 3 0.00 3.75 45.00 41.25 32.50 - 8.00 Wall 1-1 Seg 3 0.00 3.75 45.00 41.25 32.50 - - Segment 1 -- 3.75 22.00 18.25 - 0.44 - Opening 1 -- 22.00 24.50 2.50 - - 8.00 Segment 2 -- 24.50 30.25 5.75 - 1.39 - Opening 2 -- 30.25 32.25 2.00 - - 8.00 Segment 3 -- 32.25 40.75 8.50 - 0.94 - Opening 3 -- 40.75 42.75 2.00 - - 8.00 Segment 4 -- 42.75 45.00 2.25 - 3.56 - Level 1 Line 1 3 0.00 0.00 45.00 45.00 38.75 - 9.00 Wall 1-1 Seg 3 0.00 0.00 45.00 45.00 38.75 - - Segment 1 -- 0.00 29.75 29.75 - 0.30 - Opening 1 -- 29.75 31.75 2.00 - - 9.00 Segment 2 -- 31.75 40.75 9.00 - 1.00 - Opening 2 -- 40.75 42.75 2.00 - - 9.00 Segment 3 -- 42.75 45.00 2.25 - 4.00 - Line 2 Level 2 Line 2 NSW 8.50 2.50 3.75 1.25 0.00 - 8.00 Wall 2-1 NSW 8.50 2.50 3.75 1.25 0.00 1.00 - Line 3 Level 2 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 8.00 Wall 3-1 NSW 20.00 2.50 5.25 2.75 0.00 1.00 - Level 1 Line 3 NSW 20.00 0.00 5.25 5.25 0.00 - 9.00 Wall 3-1 NSW 20.00 0.00 5.25 5.25 0.00 1.00 - Line 4 Level 2 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 8.00 Wall 4-1 NSW 29.75 3.50 5.25 1.75 0.00 1.00 - Level 1 Line 4 NSW 26.75 2.25 5.25 3.00 0.00 - 9.00 Wall 4-1 NSW 26.75 2.25 5.25 3.00 0.00 1.00 - Line 5 Level 2 Line 5 3 40.00 5.25 45.00 39.75 37.25 - 8.00 Wall 5-1 NSW 37.25 3.50 5.25 1.75 0.00 1.00 - Wall 5-2 Seg 3 40.00 5.25 45.00 39.75 37.25 - - Segment 1 -- 5.25 24.00 18.75 - 0.43 - Opening 1 -- 24.00 26.50 2.50 - - 8.00 Segment 2 -- 26.50 45.00 18.50 - 0.43 - Level 1 Line 5 3 40.00 2.25 45.00 42.75 37.75 - 9.00 Wall 5-1 Seg 3 40.00 2.25 45.00 42.75 37.75 - - Segment 1 -- 2.25 30.25 28.00 - 0.32 - Opening 1 -- 30.25 32.75 2.50 - - 9.00 Segment 2 -- 32.75 36.75 4.00 - 2.25 - Opening 2 -- 36.75 39.25 2.50 - - 9.00 Segment 3 -- 39.25 45.00 5.75 - 1.57 - East-west Type Wall Location Extent [ft]Length FHS Aspect Height Shearlines Group Y [ft]Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 3.81 0.00 40.00 40.00 13.25 - 8.00 Wall A-1 Seg 2 3.75 0.00 8.50 8.50 0.00 - - Segment 1 -- 0.00 2.25 2.25 - 3.56 - Opening 1 -- 2.25 6.25 4.00 - - 8.00 Segment 2 -- 6.25 8.50 2.25 - 3.56 - Wall A-2 Seg 2 2.50 8.50 20.00 11.50 6.25 - - Segment 1 -- 8.50 11.50 3.00 - 2.67 - Opening 1 -- 11.50 16.75 5.25 - - 8.00 Segment 2 -- 16.75 20.00 3.25 - 2.46 - Wall A-3 Seg 2 5.25 20.00 29.75 9.75 4.25 - - Segment 1 -- 20.00 21.25 1.25 - 6.40 - Opening 1 -- 21.25 25.50 4.25 - - 8.00 Segment 2 -- 25.50 29.75 4.25 - 1.88 - 4 27 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall A-4 Seg 2 3.50 29.75 37.25 7.50 0.00 - - Segment 1 -- 29.75 31.50 1.75 - 4.57 - Opening 1 -- 31.50 35.75 4.25 - - 8.00 Segment 2 -- 35.75 37.25 1.50 - 5.33 - Wall A-5 Seg 2 5.25 37.25 40.00 2.75 2.75 2.91 - Level 1 Line A 1 0.90 0.00 40.00 40.00 13.75 - 9.00 Wall A-1 Seg 1 0.00 0.00 20.00 20.00 6.25 - - Segment 1 -- 0.00 3.00 3.00 - 3.00 - Opening 1 -- 3.00 16.75 13.75 - - 9.00 Segment 2 -- 16.75 20.00 3.25 - 2.77 - Wall A-2 Seg 1 2.25 26.75 40.00 13.25 7.50 - - Segment 1 -- 26.75 30.50 3.75 - 2.40 - Opening 1 -- 30.50 36.25 5.75 - - 9.00 Segment 2 -- 36.25 40.00 3.75 - 2.40 - Line B Level 1 Line B 5.25 20.00 26.75 6.75 0.00 - 9.00 Wall B-1 NSW 5.25 20.00 26.75 6.75 0.00 - - Segment 1 -- 20.00 21.50 1.50 - - - Opening 1 -- 21.50 25.50 4.00 - - 9.00 Segment 2 -- 25.50 26.75 1.25 - - - Line C Level 1 Line C Seg 3 27.00 0.00 40.00 40.00 12.00 - 9.00 Wall C-1 Seg 3 27.00 0.00 12.00 12.00 12.00 0.75 - Line D Level 2 Line D 3 45.00 0.00 40.00 40.00 23.00 - 8.00 Wall D-1 Seg 3 45.00 0.00 40.00 40.00 23.00 - - Segment 1 -- 0.00 4.00 4.00 - 2.00 - Opening 1 -- 4.00 11.00 7.00 - - 8.00 Segment 2 -- 11.00 15.50 4.50 - 1.78 - Opening 2 -- 15.50 20.50 5.00 - - 8.00 Segment 3 -- 20.50 30.75 10.25 - 0.78 - Opening 3 -- 30.75 35.75 5.00 - - 8.00 Segment 4 -- 35.75 40.00 4.25 - 1.88 - Level 1 Line D 4 45.00 0.00 40.00 40.00 18.50 - 9.00 Wall D-1 Seg 4 45.00 0.00 40.00 40.00 18.50 - - Segment 1 -- 0.00 4.00 4.00 - 2.25 - Opening 1 -- 4.00 13.50 9.50 - - 9.00 Segment 2 -- 13.50 18.25 4.75 - 1.89 - Opening 2 -- 18.25 26.25 8.00 - - 9.00 Segment 3 -- 26.25 30.75 4.50 - 2.00 - Opening 3 -- 30.75 34.75 4.00 - - 9.00 Segment 4 -- 34.75 40.00 5.25 - 1.71 - Legend: Type - Seg = segmented, Prf = perforated, FT = force-transfer, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full-height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio – Ratio of wall height to segment length (h/bs), for force-transfer walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 28 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D) for walls that otherwise pass. 6 29 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 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 - - 1647 - - - 339 - - 11002 - Wall 1-1 3 Both - - 1647 - 1.0 - 339 - - 11002 - Seg. 1 - Both 50.7 0.0 925 - 1.0 - 339 - 339 6178 0.15 Seg. 2 - Both 50.7 0.0 291 - 1.0 - 339 - 339 1946 0.15 Seg. 3 - Both 50.7 0.0 431 - 1.0 - 339 - 339 2877 0.15 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Level 1 Ln1, Lev1 - Both - - 3842 - - - 339 - - 13118 - Wall 1-1 3 Both - - 3842 - 1.0 - 339 - - 13118 - Seg. 1 - Both 99.2 0.0 2950 - 1.0 - 339 - 339 10071 0.29 Seg. 2 - Both 99.2 0.0 892 - 1.0 - 339 - 339 3047 0.29 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 339 - 339 - - Line 5 Level 2 Ln5, Lev2 - Both - - 1635 - - - 339 - - 12610 - Wall 5-2 3 Both - - 1635 - 1.0 - 339 - - 12610 - Seg. 1 - Both 43.9 0.0 823 - 1.0 - 339 - 339 6347 0.13 Seg. 2 - Both 43.9 0.0 812 - 1.0 - 339 - 339 6263 0.13 Level 1 Ln5, Lev1 - Both - - 3796 - - - 339 - - 12629 - Wall 5-1 3 Both - - 3796 - 1.0 - 339 - - 12629 - Seg. 1 - Both 101.8 0.0 2849 - 1.0 - 339 - 339 9479 0.30 Seg. 2 - Both 90.4 0.0 362 - .89 - 301 - 301 1204 0.30 Seg. 3 - Both 101.8 0.0 585 - 1.0 - 339 - 339 1946 0.30 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 2094 - - - 638 - - 7038 - Wall A-1 2 Both 0.0 - 0 - 1.0 - 638 - - - - Wall A-2 2 Both - - 928 - 1.0 - 638 - - 3120 - Seg. 1 - Both 142.4 0.0 427 - .75 - 478 - 478 1435 0.30 Seg. 2 - Both 154.2 0.0 501 - .81 - 518 - 518 1685 0.30 Wall A-3 2 Both - - 807 - 1.0 - 638 - - 2711 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 638 - 638 - - Seg. 2 - Both 189.8 0.0 807 - 1.0 - 638 - 638 2711 0.30 Wall A-4 2 Both 0.0 - 0 - 1.0 - 638 - - - - Wall A-5 2 Both 130.5 - 359 - .69 - 638 - 439 1206 0.30 Level 1 LnA, Lev1 - Both - - 3577 - - - 833 - - 8830 - Wall A-1 1 Both - - 1467 - 1.0 - 833 - - 3622 - Seg. 1 - Both 225.0 0.0 675 - .67 - 556 - 556 1667 0.41 Seg. 2 - Both 243.8 0.0 792 - .72 - 602 - 602 1956 0.41 Wall A-2 1 Both - - 2109 - 1.0 - 833 - - 5208 - Seg. 1 - Both 281.3 0.0 1055 - .83 - 694 - 694 2604 0.41 Seg. 2 - Both 281.3 0.0 1055 - .83 - 694 - 694 2604 0.41 Line C LnC, Lev1 - Both - - 2144 - - - 339 - - 4062 - Wall C-1 3^Both 178.7 - 2144 - 1.0 - 339 - 339 4062 0.53 Line D Level 2 LnD, Lev2 - Both - - 1656 - - - 339 - - 7786 - Wall D-1 3 Both - - 1656 - 1.0 - 339 - - 7786 - Seg. 1 - Both 72.0 0.0 288 - 1.0 - 339 - 339 1354 0.21 Seg. 2 - Both 72.0 0.0 324 - 1.0 - 339 - 339 1523 0.21 Seg. 3 - Both 72.0 0.0 738 - 1.0 - 339 - 339 3470 0.21 Seg. 4 - Both 72.0 0.0 306 - 1.0 - 339 - 339 1439 0.21 Level 1 LnD, Lev1 - Both - - 2619 - - - 495 - - 8933 - Wall D-1 4 Both - - 2619 - 1.0 - 495 - - 8933 - Seg. 1 - Both 128.9 0.0 516 - .89 - 440 - 440 1759 0.29 Seg. 2 - Both 145.1 0.0 689 - 1.0 - 495 - 495 2350 0.29 Seg. 3 - Both 145.1 0.0 653 - 1.0 - 495 - 495 2226 0.29 7 30 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 SHEAR RESULTS (flexible wind design, continued) Seg. 4 - Both 145.1 0.0 762 - 1.0 - 495 - 495 2597 0.29 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 31 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 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 38772 1647.5 7765 7765 5584 5584 5584 5584 1 36499 1734.8 4149 4149 5257 5257 5257 5257 All 75271 - 11914 11914 - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Story Shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm Force – Minimum ASD-factored force for diaphragm design, used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx is from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.03; Ev = 0.206 D unfactored; 0.144 D factored; total dead load factor: 0.6 - 0.144 = 0.456 tension, 1.0 + 0.144 = 1.144 compression. 9 32 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 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 - - 2758 - - - 242 - - 7859 - Wall 1-1 3 Both - - 2758 - 1.0 - 242 - - 7859 - Seg. 1 - Both 84.9 0.0 1549 - 1.0 - 242 - 242 4413 0.35 Seg. 2 - Both 84.9 0.0 488 - 1.0 - 242 - 242 1390 0.35 Seg. 3 - Both 84.9 0.0 721 - 1.0 - 242 - 242 2055 0.35 Seg. 4 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Level 1 Ln1, Lev1 - Both - - 4232 - - - 242 - - 9370 - Wall 1-1 3 Both - - 4232 - 1.0 - 242 - - 9370 - Seg. 1 - Both 109.2 0.0 3249 - 1.0 - 242 - 242 7194 0.45 Seg. 2 - Both 109.2 0.0 983 - 1.0 - 242 - 242 2176 0.45 Seg. 3 - Both 0.0 0.0 0 - 1.0 - 242 - 242 - - Line 5 Level 2 Ln5, Lev2 - Both - - 2677 - - - 242 - - 9007 - Wall 5-2 3 Both - - 2677 - 1.0 - 242 - - 9007 - Seg. 1 - Both 71.9 0.0 1348 - 1.0 - 242 - 242 4534 0.30 Seg. 2 - Both 71.9 0.0 1330 - 1.0 - 242 - 242 4473 0.30 Level 1 Ln5, Lev1 - Both - - 4108 - - - 242 - - 9020 - Wall 5-1 3 Both - - 4108 - 1.0 - 242 - - 9020 - Seg. 1 - Both 110.1 0.0 3083 - 1.0 - 242 - 242 6770 0.46 Seg. 2 - Both 97.9 0.0 391 - .89 - 215 - 215 860 0.46 Seg. 3 - Both 110.1 0.0 633 - 1.0 - 242 - 242 1390 0.46 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 2 LnA, Lev2 - Both - - 2830 - - - 456 - - 5027 - Wall A-1 2 Both 0.0 - 0 - 1.0 - 456 - - - - Wall A-2 2^Both - - 1255 - 1.0 - 456 - - 2229 - Seg. 1 - Both 192.4 0.0 577 - .75 - 342 - 342 1025 0.56 Seg. 2 - Both 208.5 0.0 677 - .81 - 370 - 370 1203 0.56 Wall A-3 2^Both - - 1090 - 1.0 - 456 - - 1937 - Seg. 1 - Both 0.0 0.0 0 - 1.0 - 456 - 456 - - Seg. 2 - Both 256.6 0.0 1090 - 1.0 - 456 - 456 1937 0.56 Wall A-4 2 Both 0.0 - 0 - 1.0 - 456 - - - - Wall A-5 2^Both 176.4 - 485 - .69 - 456 - 313 862 0.56 Level 1 LnA, Lev1 - Both - - 3869 - - - 595 - - 6307 - Wall A-1 1^Both - - 1587 - 1.0 - 595 - - 2587 - Seg. 1 - Both 243.4 0.0 730 - .67 - 397 - 397 1190 0.61 Seg. 2 - Both 263.7 0.0 857 - .72 - 430 - 430 1397 0.61 Wall A-2 1^Both - - 2282 - 1.0 - 595 - - 3720 - Seg. 1 - Both 304.3 0.0 1141 - .83 - 496 - 496 1860 0.61 Seg. 2 - Both 304.3 0.0 1141 - .83 - 496 - 496 1860 0.61 Line C LnC, Lev1 - Both - - 1058 - - - 242 - - 2902 - Wall C-1 3 Both 88.2 - 1058 - 1.0 - 242 - 242 2902 0.36 Line D Level 2 LnD, Lev2 - Both - - 2605 - - - 242 - - 5561 - Wall D-1 3 Both - - 2605 - 1.0 - 242 - - 5561 - Seg. 1 - Both 113.3 0.0 453 - 1.0 - 242 - 242 967 0.47 Seg. 2 - Both 113.3 0.0 510 - 1.0 - 242 - 242 1088 0.47 Seg. 3 - Both 113.3 0.0 1161 - 1.0 - 242 - 242 2478 0.47 Seg. 4 - Both 113.3 0.0 481 - 1.0 - 242 - 242 1028 0.47 Level 1 LnD, Lev1 - Both - - 3413 - - - 353 - - 6381 - Wall D-1 4^Both - - 3413 - 1.0 - 353 - - 6381 - Seg. 1 - Both 168.0 0.0 672 - .89 - 314 - 314 1257 0.53 Seg. 2 - Both 189.1 0.0 898 - 1.0 - 353 - 353 1679 0.53 Seg. 3 - Both 189.1 0.0 851 - 1.0 - 353 - 353 1590 0.53 Seg. 4 - Both 189.1 0.0 993 - 1.0 - 353 - 353 1855 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 10 33 of 55 WoodWorks® Shearwalls 230065 - LATERAL ANALYSIS A.wsw Feb. 21, 2023 12:35:37 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 34 of 55 35 of 55 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 = 36 of 55 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 37 of 55 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 = 38 of 55 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 39 of 55 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 = 40 of 55 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 41 of 55 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 = 42 of 55 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 43 of 55 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure No Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4Number of Bars = 6.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4Number of Bars =6.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along Z-Z Axis # Bars required within zone 93.3 % # Bars required on each side of zone 6.7 % Applied Loads 8.0 13.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 44 of 55 General Footing HODGE ENGINEERING INCLic. # : KW-06007122 DESCRIPTION:48" footing - 1500 psf soil Hodge Engineering, Inc 3733 Rosedale St. Suite 200 Gig Harbor, WA. 98335 253-857-7055 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.11.30 . File = C:\Users\JOHNHO~1\DOCUME~1\ENERCA~1\2018 Footing Pad Calcs.ec6 . PASS n/a Sliding - X-X 0.0k 0.0k No Sliding PASS n/a Sliding - Z-Z 0.0k 0.0k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 1.0 Soil Bearing 1.50ksf 1.50ksf +D+S PASS n/a Overturning - X-X 0.0k-ft 0.0k-ft No Overturning PASS n/a Overturning - Z-Z 0.0k-ft 0.0k-ft No Overturning PASS n/a Uplift 0.0k 0.0k No Uplift PASS 0.3405 Z Flexure (+X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S PASS 0.3405 Z Flexure (-X)4.517k-ft/ft 13.263k-ft/ft +1.20D+1.60S PASS 0.2962 X Flexure (+Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S PASS 0.2962 X Flexure (-Z)3.458k-ft/ft 11.674k-ft/ft +1.20D+1.60S PASS 0.3457 1-way Shear (+X)25.928psi 75.0psi +1.20D+1.60S PASS 0.3457 1-way Shear (-X)25.928psi 75.0psi +1.20D+1.60S PASS 0.2830 1-way Shear (+Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.2830 1-way Shear (-Z)21.224psi 75.0psi +1.20D+1.60S PASS 0.6007 2-way Punching 90.112psi 150.0psi +1.20D+1.60S Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom Left Top Left Top Right Bottom Right RatioLoad Combination... , D Only 0.000 , 0.0 deg CCW 1.50 0.57140.5714 0.5714 0.5714 0.3810.00.0 , +D+S 0.000 , 0.0 deg CCW 1.50 1.501.50 1.50 1.50 1.0000.00.0 , +D+0.750S 0.000 , 0.0 deg CCW 1.50 1.2681.268 1.268 1.268 0.8450.00.0 , +0.60D 0.000 , 0.0 deg CCW 1.50 0.34290.3429 0.3429 0.3429 0.2290.00.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 1.274 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.40D 1.274 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D 1.092 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.50S 1.831 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+1.60S 3.458 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +1.20D+0.70S 2.127 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 +Z Bottom 0.2592 Min Temp %0.30 11.674 OK X-X, +0.90D 0.8190 -Z Bottom 0.2592 Min Temp %0.30 11.674 OK Z-Z, +1.40D 1.664 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.40D 1.664 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 -X Bottom 0.2592 Min Temp %0.3429 13.263 OK Z-Z, +1.20D 1.426 +X Bottom 0.2592 Min Temp %0.3429 13.263 OK 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 . 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 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 . 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 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 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. 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 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. 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 =lbs Moment....Actual =ft-# Moment.....Allowable =10,717.8 10,717.8 10,717.8ft-# =psi 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 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.