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Vista Park Covrd Area ENGINEERING CALCULATIONS2021 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: RUSH RESIDENTIAL PLAN: VISTA PARK COVERED AREA SITE CRITERIA DESIGN WIND SPEED WIND (IBC) SEISMIC S LOAD CATEGORY ITE SOIL RISK ROOF SNOW (V) (IBC) EXPOSURE DESIGN CLASS. CATEGORY 25 PSF 97 MPH B D D II SLOPE SPECIAL SITE GEOTECH FROST SEISMIC SEISMIC PER CONDITIONS REPORT PER DEPTH SPECTRAL SPECTRAL OWNER PER OWNER OWNER RESPONSE Si RESPONSE Ss <15% NONE NONE 12" 0.4659 1.2869 VALUES OBTAINED FROM JURISDICTION, STATE, AND NATIONAL AGENCIES SITE: PARCEL:#81880000001 YELM, WA 98597 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, RE 3733 Rosedale St Suite 200 Gig Harbor, WA 98335 Phone: (253) 857-7055 PROJECT NUMBER 240273 DATE 08.28.24 APPROX. ELEVATION 350 FT Digitally signed by John Hodge Date: 2024.08.28 09:32:51 -07'00' COPYRIGHT ©2024 HODGE ENGINEERING, INC. DO NOT ACCEPT COPY THIS DOCUMENT HAS BEEN DIGITALLY SIGNED PER WAC 1W-23-010 WITH A GLOBAL SIGN CERTIFICATE. THE CERTIFICATE MAY BE REMOVED BY THE JURISDICTION TABLE OF CONTENTS Project and Site Information ........................................................................................................... -Engineering Methods Explanation (2021 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 -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 2021 International Building Code (IBC) 1 of 39 2021 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 2021 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 13 (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 2021 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 39 ASCE Hazards Report Site: Parcel: #81880000001 YELM, WA 98597 Plan: Vista Park Covered Area Job: 240273 City of Yelm Standard:ASCE/SEI 7-16 Latitude:46.9356 Risk Category:II Longitude:-122.61209 Soil Class:D - Default (see Section 11.4.3) Elevation:348.36637555389166 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon Aug 19 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Mon Aug 19 20243 of 39 SS : 1.286 S1 : 0.465 F a : 1.2 F v : N/A SMS : 1.543 SM1 : N/A SDS : 1.029 SD1 : N/A T L : 16 PGA : 0.512 PGA M : 0.614 F PGA : 1.2 Ie : 1 C v : 1.357 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Aug 19 2024 Page 2 of 3https://ascehazardtool.org/Mon Aug 19 20244 of 39 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 3 of 3https://ascehazardtool.org/Mon Aug 19 20245 of 39 Hodge Engineering, Inc. John E. Hodge P. E. 3733 Rosedale St, Suite 200, Gig Harbor, WA 98335 (253) 857-7055 ASCE 7-16: Snow Loading Calculation Site: Parcel: #81880000001, YELM, WA 98597 Plan: Vista Park Covered Area Job: 240273 Roof Snow Load: 25 PSF as determined below Four resources for determining snow load: 1. Snow Load Analysis for Washington; 2nd Edition by the Structural Engineers Association of Washington (SEAW). “This edition provides a large color map for each half of the state, with normalized ground snow load isolines and elevation contours to help readily determine the ground snow load anywhere in the state”. o Ground Snow Load pg: (ASCE 7-16 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Lot Elevation = 350 ft. from Google Earth Ground snow load = NGSL x elevation = 0.050 * 350 = 18 psf = pg 2. WABO/SEAW White Paper #8 “Guidelines for Determining Snow Loads in Washington State” available on www.seaw.org/publications o SEAW Snow Load Analysis for Washington Appendix A = Yelm – 18 PSF (@340 FT) 3. ASCE 7-16 Chapter 7 Snow Loads o Roof Snow Load pf: ASCE 7-16 7.3 Flat roof snow load pf = 0.7CeCtIspg ASCE 7-16 7.3.1 C e is the exposure factor = 1.0 for partially exposed structure (table 7.3-1) ASCE 7-16 7.3.2 Ct is the thermal factor = 1.2 for un-heated structures (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 * 1.2 * 1.0 * 18 pg = 15 psf Flat Roof Snow Load 4. Local Jurisdiction’s Determination o Minimum roof snow load 25 psf., U.N.O. “Snow load to be approved by the authority having jurisdiction…” ASCE 7-16 7.2 6 of 39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 13.1.2240273 - LATERAL ANALYSIS.wswu Aug. 25, 2024 08:02:33 0'1'-8"3'-4"5'6'-8"8'-4"10'11'-8"13'-4"15'16'-8"18'-4"20' -1'-8" 0' 1'-8" 3'-4" 5' 6'-8" 8'-4" 10' 11'-8" 13'-4" 15' B-1 2 - 1 A-1 1 - 1 90741341390741341390 771171190 7711711Loads: Seismic (Qe); Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution Vertical element required C Factored compression force (lbs) Factored hold-down 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 1 7 of 39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 13.1.2240273 - LATERAL ANALYSIS.wswu Aug. 25, 2024 08:02:33 0'1'-8"3'-4"5'6'-8"8'-4"10'11'-8"13'-4"15'16'-8"18'-4"20' -1'-8" 0' 1'-8" 3'-4" 5' 6'-8" 8'-4" 10' 11'-8" 13'-4" 15' B-1 2 - 1 A-1 1 - 1 42042019119142042019119169 0 69 054154169 0 69 0541541Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution Vertical element required C Factored compression force (lbs) Factored hold-down 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 1 8 of 39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 13.1.2 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 Project Information DESIGN SETTINGS Design Code IBC 2021/AWC SDPWS 2021 Wind Standard ASCE 7-16 Directional (All heights) Seismic Standard ASCE 7-16 Load Combinations For Design and MWFRS Deflection 0.7 Seismic 0.6 Basic wind For Deflection (Wind:Serviceability) 1.0 Seismic 1.0 MRI wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor - Temperature Range - Moisture Content Fabrication Service 19% (<=19%)10% (<=19%) Max Shearwall Offset [ft] Plan (within story) 4.00 Elevation (between stories) - Maximum Height-to-width Ratio Wood panels Blocked Unblocked Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 2.0 - - - - - Ignore shear resistance contribution of... Wall segments Seismic Side with invalid aspect ratio Any gypsum, lumber, fiberboard Forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall relative rigidity: Wall capacity Non-identical materials and construction on the shearline: Not allowed Deflection Equation: 4-term from SDPWS C4.3.4-1 Drift limit for wind design: 1 / 500 story height FTAO strap: Continuous at top of highest opening and bottom of lowest Dead load in chord force for overturning design Tension end Compression end When completely counteracts overturning Wall length / 2 Wall length / 2 Wall length / 2 SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-16 Directional (All heights) Seismic ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Exposure Exposure B Enclosure Enclosed Structure Type Regular Building System Building Frame Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 350ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.470g Ss: 1.290g Fundamental Period E-W N-S T Used 0.119s 0.119s Approximate Ta 0.119s 0.119s Maximum T 0.166s 0.166s Response Factor R 2.50 2.50 Fa: 1.20 Fv: 1.83 Case 2 N-S loadsE-W loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf Serviceability Wind Speed 82 mph 1 9 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 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 11.33 0.0 Level 1 2.33 4.0 9.00 7.75 8.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y =0.00 0.00 North Side 26.5 2.00 Extent X,Y =20.00 14.00 South Side 26.5 2.00 Ridge Y Location, Offset 7.00 0.00 East Gable 90.0 2.00 Ridge Elevation, Height 14.82 3.49 West Gable 90.0 2.00 2 10 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 --Vert 83500 8d Common N 6 12 Y 1,3 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 C4.2.3C 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 or lumber planks. Dbl. = Double diagonal. Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.3A-B Type – Fastener type from SDPWS Tables 4.3A-D: Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof: galvanized roofing nail; Cooler: cooler nail; WBoard: wallboard nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown Common nails: 6d = 0.113 x 2”, 8d = 0.131 x 2.5”, 10d = 0.148 x 3”, 12d = 0.148 x 3.5” Box or casing nails: 6d = 0.099 x 2”, 8d = 0.113 x 2.5”, 10d = 0.128 x 3”, 12d = 0.126 x 3.5” Gauge, roofing and GWB nails: 13 ga = 0.92” x 1-1/8”; 11 ga = 0.120” x 1-1/8” (GWB nail for gypsum lath & plaster), 1-1/4” (gyp. L&P), 1-1/2” (wire lath & plaster, 1/2” fiberboard ,1/2” GWB), 1-3/4” (GSB, 5/8” GWB, 25/32” fiberboard, 2-ply GWB base), 2-3/8” (2-ply GWB face) Cooler or 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. RS – Ring-shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2. Eg – Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face ply. Fd – Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply. 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 Table 4.3A Note 3. A factor of 0.93 is applied for Hem.-Fir framing and 0.92 for S.-P.-F. For other materials with specific gravity G less than 0.5, it is G + 0.5. 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 Table 4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in psi^6 1 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 405 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. Fcp - Compressive strength perpendicular to grain Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. The following factors are applied to Fcp for compressive design and deformation under wall segment end studs : Bearing area factor Cb from NDS 3.10.4, under window openings. 3 11 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group X [ft]Start End [ft] [ft]Ratio [ft] S N Line 1 Level 1 Line 1 Seg 1 0.00 0.00 14.00 14.00 13.75 - 9.00 -- Wall 1-1 Seg 1 0.00 0.00 14.00 14.00 13.75 0.64 - 22 Line 2 Level 1 Line 2 Seg 1 20.00 0.00 14.00 14.00 13.75 - 9.00 -- Wall 2-1 Seg 1 20.00 0.00 14.00 14.00 13.75 0.64 - 22 East-west Type Wall Location Extent [ft]Length FHS Aspect Height Studs Shearlines Group Y [ft]Start End [ft] [ft]Ratio [ft] W E Line A Level 1 Line A Seg 1 0.00 0.00 20.00 20.00 19.75 - 9.00 -- Wall A-1 Seg 1 0.00 0.00 20.00 20.00 19.75 0.45 - 22 Line B Level 1 Line B Seg 1 14.00 0.00 20.00 20.00 19.75 - 9.00 -- Wall B-1 Seg 1 14.00 0.00 20.00 20.00 19.75 0.45 - 22 Legend: Type – Seg: Segmented, Prf: Perforated, FT: FTAO (force transfer around openings), NSW: Non-shearwall, NW: Non-wood/Proprietary, ND: Not designed Location – Position in structure perpendicular to wall Length – Shear line: Distance between exterior perpendicular walls defining the shear line extent Wall, segment, or opening: End-to-end length of the element FHS – Depending on element, shows different definitions of full-height sheathing length (FHS): Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear-resisting FHS Individual wall segments or walls without openings: Distance between hold-downs beff Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6 Aspect Ratio – Ratio of wall height to segment length (h/b); for FTAO 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 Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall. If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 4 12 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. COMPRESSION FORCE DESIGN Wind Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Wind Loads, Rigid Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Seismic Loads, Rigid Diaphragm Bottom plate has sufficient perpendicular-to-grain compressive capacity under all wall end studs. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D) for walls that otherwise pass. 5 13 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1 Both 49.3 - 690 - 1.0 - 339 - 339 4752 0.15 Line 2 Ln2, Lev1 1 Both 49.3 - 690 - 1.0 - 339 - 339 4752 0.15 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 1 Both 21.0 - 420 - 1.0 - 339 - 339 6789 0.06 Line B LnB, Lev1 1 Both 21.0 - 420 - 1.0 - 339 - 339 6789 0.06 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 4.3.3.4 FTAO 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 – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. 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 seismic 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 4.3.6.4.2,1. 6 14 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx [lbs]Shear Resistance [lbs]Diaphragm Force [lbs] [lbs] [sq.ft]E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 1 6480 280.0 1814 1814 9699 6789 1814 1814 1814 1814 All 6480 - 1814 1814 - - - - - - Legend: Mass – Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12. Story Shear – Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance – Lateral design strength of all shear-resisting elements on story, for use in weak story evaluation (4.1.8). Diaphragm Force – used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx - Minimum ASD-factored force for diaphragm design 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 = 2.0 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 7 15 of 39 WoodWorks® Shearwalls 240273 - LATERAL ANALYSIS.wswu Aug. 28, 2024 08:28:04 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line 1 Level 1 Ln1, Lev1 1^Both 64.8 - 907 - 1.0 - 242 - 242 3395 0.27 Line 2 Ln2, Lev1 1^Both 64.8 - 907 - 1.0 - 242 - 242 3395 0.27 E-W W For ASD Shear Force [plf]Asp-Cub Allowable Shear [plf]Resp. Shearlines Gp Dir v vmax/vft V [lbs]Int Ext Int Ext Co C Cmb V [lbs]Ratio Line A Level 1 LnA, Lev1 1 Both 45.4 - 907 - 1.0 - 242 - 242 4849 0.19 Line B LnB, Lev1 1 Both 45.4 - 907 - 1.0 - 242 - 242 4849 0.19 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 4.3.3.4 FTAO 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 – Unblocked wood structural panel factor Cub from SDPWS 4.3.5.3 or Aspect Ratio factor from 4.3.5.5.1, which for perforated walls is sum bi / FHS from 4.3.5.6 with bi defined in 4.3.3.4. For multi-segment walls, wall row shows Cub and segment rows show Asp. For single-segment walls and perforated walls, value shown is Asp for blocked walls and Cub for unblocked walls. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness-based using Eqns. 4.3-3,-4. 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 4.3.6.4.2,1. 8 16 of 39 DATE GENERATED:8/25/2024 HODGE JOB NUMBER:240273 PLAN NAME: IBC 2021 ASCE 7-16 Shape of Pad Length of Pad Square 30" 3.54 ft 9.00 ft 907 lb 100 psf/ft 200 psf/ft 3.00 ft 3ft 8in Constrained Depth Required Lateral Concentrated Load D : Dead Load S : Snow W : Wind 690 lb E : Earthquake 907 lb H : Lateral Earth +1.0E Depth Test 3.661 ft 5.123 ft 0 0 S1 - LAT SOIL BEARING @ 1/3 D 244 psf 342 psf S3 - LAT SOIL BEARING @ 1.0 D 732 psf 1025 psf A - CONSTANT 2.34P/(BS1)2.460 1.758 0 0 Depth Required 3.661 ft 5.123 ft Constrained NonConstrained 1807.3.2.2 1807.3.2.1 E : Earthquake Applied Loads Governing Load Post Embedded in Soils Report b =Diameter of round post or footing or diagonal dimension of square post or footing (feet) h =Distance in feet from ground surface to point of application of “P” (feet) P =Applied lateral force in pounds S1 =Allowable lateral soil-bearing pressure as set forth in Section 1806.2 1806.3.4 - (2x) S1 Increase for poles d =Depth of embedment in earth in feet but not over 12 feet for purpose of computing lateral pressure Constrained Type of Embed 17 of 39 522) )5$0,1* 0HPEHU 1DPH 5HVXOWV 0D[ 87,/ &XUUHQW 6ROXWLRQ &RPPHQWV 53DVVHG 0 SLHFHV [ ') 1R 53DVVHG 0 SLHFHV [ ') 1R 53DVVHG 0 SLHFHV [ ') 1R %($0 &$/&8/$7,216 -2% 6800$5< 5(3257 )RUWH:(% 6RIWZDUH 2SHUDWRU -RE 1RWHV 30 87& -RH *UHHQILHOG +RGJH (QJLQHHULQJ MRH#KRGJHHQJLQHHULQJFRP )RUWH:(% Y )LOH 1DPH %($0 &$/&8/$7,216 Page 1 / 4 18 of 39 'HVLJQ 5HVXOWV $FWXDO # 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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. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 8.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 2.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =2.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.50 3.0 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 22 of 39 General Footing LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:24" footing - 1500 psf soil Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9813 Soil Bearing 1.472 ksf 1.50 ksf +D+S PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2505 Z Flexure (+X)1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2505 Z Flexure (-X)1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (+Z)1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.2505 X Flexure (-Z)1.074 k-ft/ft 4.288 k-ft/ft +1.20D+1.60S PASS 0.1707 1-way Shear (+X)20.770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear (-X)20.770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear (+Z)20.770 psi 121.644 psi +1.20D+1.60S PASS 0.1707 1-way Shear (-Z)20.770 psi 121.644 psi +1.20D+1.60S PASS 0.5289 2-way Punching 79.334 psi 150.0 psi +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 StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5254 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.40D 0.5254 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D 0.4503 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D 0.4503 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.50S 0.6453 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+1.60S 1.074 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+1.60S 1.074 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +1.20D+0.70S 0.7233 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +0.90D 0.3377 +Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK X-X, +0.90D 0.3377 -Z Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.40D 0.5254 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.40D 0.5254 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D 0.4503 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D 0.4503 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D+0.50S 0.6453 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK 23 of 39 General Footing LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:24" footing - 1500 psf soil Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations 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 Z-Z, +1.20D+0.50S 0.6453 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D+1.60S 1.074 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D+1.60S 1.074 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D+0.70S 0.7233 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +1.20D+0.70S 0.7233 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +0.90D 0.3377 -X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK Z-Z, +0.90D 0.3377 +X Bottom 0.1728 ACI 7.6.1.1 0.20 4.288 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 10.16 10.16 10.16 121.64 0.08psipsipsipsi OK +1.20D 8.71 8.71 8.71 121.64 0.07psipsipsipsi OK +1.20D+0.50S 12.48 12.48 12.48 121.64 0.10psipsipsipsi OK +1.20D+1.60S 20.77 20.77 20.77 121.64 0.17psipsipsipsi OK +1.20D+0.70S 13.98 13.98 13.98 121.64 0.12psipsipsipsi OK +0.90D 6.53 6.53 6.53 121.64 0.05psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 10.16 10.16 10.16 121.64 0.08psipsipsipsi OK +1.20D 8.71 8.71 8.71 121.64 0.07psipsipsipsi OK +1.20D+0.50S 12.48 12.48 12.48 121.64 0.10psipsipsipsi OK +1.20D+1.60S 20.77 20.77 20.77 121.64 0.17psipsipsipsi OK +1.20D+0.70S 13.98 13.98 13.98 121.64 0.12psipsipsipsi OK +0.90D 6.53 6.53 6.53 121.64 0.05psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 38.80 150.00 0.2586 OKpsipsi +1.20D 33.25 150.00 0.2217 OKpsipsi +1.20D+0.50S 47.65 150.00 0.3177 OKpsipsi +1.20D+1.60S 79.33 150.00 0.5289 OKpsipsi +1.20D+0.70S 53.41 150.00 0.3561 OKpsipsi +0.90D 24.94 150.00 0.1663 OKpsipsi 24 of 39 General Footing LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:30" footing - 1500 psf soil Project File: 2021 General Footing Calculations.ec6 Project Title: Engineer: Project ID: Project Descr: Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 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. Soil Density =110.0 pcf # 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 = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number 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 = 25 of 39 General Footing LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:30" footing - 1500 psf soil Project File: 2021 General Footing Calculations.ec6 Project Title: Engineer: Project ID: Project Descr: PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9713 Soil Bearing 1.457 ksf 1.50 ksf +D+S PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3349 Z Flexure (+X)1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 Z Flexure (-X)1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (+Z)1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.3349 X Flexure (-Z)1.706 k-ft/ft 5.095 k-ft/ft +1.20D+1.60S PASS 0.2323 1-way Shear (+X)30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear (-X)30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear (+Z)30.030 psi 129.266 psi +1.20D+1.60S PASS 0.2323 1-way Shear (-Z)30.030 psi 129.266 psi +1.20D+1.60S PASS 0.8526 2-way Punching 127.890 psi 150.0 psi +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 StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.6560 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.40D 0.6560 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D 0.5623 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D 0.5623 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.50S 0.9198 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+1.60S 1.706 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+1.60S 1.706 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.70S 1.063 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +1.20D+0.70S 1.063 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +0.90D 0.4217 +Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK X-X, +0.90D 0.4217 -Z Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.40D 0.6560 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.40D 0.6560 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D 0.5623 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D 0.5623 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D+0.50S 0.9198 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK 26 of 39 General Footing LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:30" footing - 1500 psf soil Project File: 2021 General Footing Calculations.ec6 Project Title: Engineer: Project ID: Project Descr: 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 Z-Z, +1.20D+0.50S 0.9198 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.706 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D+1.60S 1.706 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D+0.70S 1.063 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +1.20D+0.70S 1.063 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +0.90D 0.4217 -X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK Z-Z, +0.90D 0.4217 +X Bottom 0.1728 ACI 7.6.1.1 0.240 5.095 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 11.55 11.55 11.55 129.27 0.09psipsipsipsi OK +1.20D 9.90 9.90 9.90 129.27 0.08psipsipsipsi OK +1.20D+0.50S 16.19 16.19 16.19 129.27 0.13psipsipsipsi OK +1.20D+1.60S 30.03 30.03 30.03 129.27 0.23psipsipsipsi OK +1.20D+0.70S 18.70 18.70 18.70 129.27 0.14psipsipsipsi OK +0.90D 7.42 7.42 7.42 129.27 0.06psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 11.55 11.55 11.55 129.27 0.09psipsipsipsi OK +1.20D 9.90 9.90 9.90 129.27 0.08psipsipsipsi OK +1.20D+0.50S 16.19 16.19 16.19 129.27 0.13psipsipsipsi OK +1.20D+1.60S 30.03 30.03 30.03 129.27 0.23psipsipsipsi OK +1.20D+0.70S 18.70 18.70 18.70 129.27 0.14psipsipsipsi OK +0.90D 7.42 7.42 7.42 129.27 0.06psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 49.17 150.00 0.3278 OKpsipsi +1.20D 42.14 150.00 0.281 OKpsipsi +1.20D+0.50S 68.94 150.00 0.4596 OKpsipsi +1.20D+1.60S 127.89 150.00 0.8526 OKpsipsi +1.20D+0.70S 79.66 150.00 0.531 OKpsipsi +0.90D 31.61 150.00 0.2107 OKpsipsi 27 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 General Information 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 =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I Seismic Design Category =A .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 in, Total Height = 18.0 in, Top Flange Width = 12.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.892 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.505 ft Mn * Phi : Allowable 25.551 k-ft Typical SectionSection used for this span Mu : Applied 22.804 k-ft Maximum Deflection 0 <360.0 9596 Ratio =0 <180.0 Max Downward Transient Deflection 0.003 in 19795Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.006 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in L Only S Only Span: 1 : +D+S Span: 1 : +D+S . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 7.225 7.225 Max Upward from Load Combinations 7.225 7.225 Max Upward from Load Cases 4.625 4.625 D Only 2.600 2.600 +D+L 3.300 3.300 28 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +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 .Shear Stirrup Requirements Entire Beam Span Length : Phi*Vc < Vu, Req'd Vs = 4.120, Stirrups are not required. .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 0.00 15.00 10.87 10.87 0.00 1.00 6.75 Phi*Vc < Vu 4.120 6.8 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.79 10.79 0.59 1.00 6.75 Phi*Vc < Vu 4.044 6.8 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.72 10.72 1.18 1.00 6.75 Phi*Vc < Vu 3.968 6.8 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.64 10.64 1.76 1.00 6.75 Phi*Vc < Vu 3.892 6.8 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.57 10.57 2.34 1.00 6.75 Phi*Vc < Vu 3.817 6.8 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.49 10.49 2.92 1.00 6.75 Phi*Vc < Vu 3.741 6.8 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.41 10.41 3.49 1.00 6.75 Phi*Vc < Vu 3.665 6.8 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.34 10.34 4.06 1.00 6.75 Phi*Vc < Vu 3.589 6.8 0.0 +1.20D+0.50L+1.60S 1 0.44 15.00 10.26 10.26 4.62 1.00 6.75 Phi*Vc < Vu 3.513 6.8 0.0 +1.20D+0.50L+1.60S 1 0.49 15.00 10.19 10.19 5.18 1.00 6.75 Phi*Vc < Vu 3.437 6.8 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.11 10.11 5.73 1.00 6.75 Phi*Vc < Vu 3.362 6.8 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.04 10.04 6.28 1.00 6.75 Phi*Vc < Vu 3.286 6.8 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 9.96 9.96 6.83 1.00 6.75 Phi*Vc < Vu 3.210 6.8 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.88 9.88 7.37 1.00 6.75 Phi*Vc < Vu 3.134 6.8 0.0 +1.20D+0.50L+1.60S 1 0.77 15.00 9.81 9.81 7.91 1.00 6.75 Phi*Vc < Vu 3.058 6.8 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.73 9.73 8.44 1.00 6.75 Phi*Vc < Vu 2.982 6.8 0.0 +1.20D+0.50L+1.60S 1 0.87 15.00 9.66 9.66 8.97 1.00 6.75 Phi*Vc < Vu 2.906 6.8 0.0 +1.20D+0.50L+1.60S 1 0.93 15.00 9.58 9.58 9.50 1.00 6.75 Phi*Vc < Vu 2.831 6.8 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.50 9.50 10.02 1.00 6.75 Phi*Vc < Vu 2.755 6.8 0.0 +1.20D+0.50L+1.60S 1 1.04 15.00 9.43 9.43 10.54 1.00 6.75 Phi*Vc < Vu 2.679 6.8 0.0 +1.20D+0.50L+1.60S 1 1.09 15.00 9.35 9.35 11.05 1.00 6.75 Phi*Vc < Vu 2.603 6.8 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.28 9.28 11.56 1.00 6.75 Phi*Vc < Vu 2.527 6.8 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.20 9.20 12.06 0.95 6.75 Phi*Vc < Vu 2.451 6.8 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.13 9.13 12.57 0.91 6.75 Phi*Vc < Vu 2.376 6.8 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.05 9.05 13.06 0.87 6.75 Phi*Vc < Vu 2.30 6.8 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 8.97 8.97 13.55 0.83 6.75 Phi*Vc < Vu 2.224 6.8 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.90 8.90 14.04 0.79 6.75 Phi*Vc < Vu 2.148 6.8 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.82 8.82 14.53 0.76 6.75 Phi*Vc < Vu 2.072 6.8 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.75 8.75 15.01 0.73 6.75 Phi*Vc < Vu 1.996 6.8 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.67 8.67 15.48 0.70 6.75 Phi*Vc < Vu 1.920 6.8 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.59 8.59 15.95 0.67 6.75 Phi*Vc < Vu 1.845 6.8 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.52 8.52 16.42 0.65 6.75 Phi*Vc < Vu 1.769 6.8 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.44 8.44 16.89 0.63 6.75 Phi*Vc < Vu 1.693 6.8 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.37 8.37 17.34 0.60 6.75 Phi*Vc < Vu 1.617 6.8 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.29 8.29 17.80 0.58 6.75 Phi*Vc < Vu 1.541 6.8 0.0 +1.20D+0.50L+1.60S 1 1.91 15.00 8.22 8.22 18.25 0.56 6.75 Phi*Vc < Vu 1.465 6.8 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.14 8.14 18.70 0.54 6.75 Phi*Vc < Vu 1.390 6.8 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.06 8.06 19.14 0.53 6.75 Phi*Vc < Vu 1.314 6.8 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 7.99 7.99 19.58 0.51 6.75 Phi*Vc < Vu 1.238 6.8 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.91 7.91 20.01 0.49 6.75 Phi*Vc < Vu 1.162 6.8 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.84 7.84 20.44 0.48 6.75 Phi*Vc < Vu 1.086 6.8 0.0 +1.20D+0.50L+1.60S 1 2.24 15.00 7.76 7.76 20.87 0.46 6.75 Phi*Vc < Vu 1.010 6.8 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.68 7.68 21.29 0.45 6.75 Phi*Vc < Vu 0.9344 6.8 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.61 7.61 21.71 0.44 6.75 Phi*Vc < Vu 0.8586 6.8 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.53 7.53 22.12 0.43 6.75 Phi*Vc < Vu 0.7827 6.8 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.53 0.41 6.75 Phi*Vc < Vu 0.7069 6.8 0.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.74 0.41 6.75 Phi*Vc < Vu 0.6690 6.8 0.0 29 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 2.57 15.00 -7.49 7.49 22.33 0.42 6.75 Phi*Vc < Vu 0.7448 6.8 0.0 +1.20D+0.50L+1.60S 1 2.62 15.00 -7.57 7.57 21.92 0.43 6.75 Phi*Vc < Vu 0.8207 6.8 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.65 7.65 21.50 0.44 6.75 Phi*Vc < Vu 0.8965 6.8 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.72 7.72 21.08 0.46 6.75 Phi*Vc < Vu 0.9724 6.8 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.80 7.80 20.66 0.47 6.75 Phi*Vc < Vu 1.048 6.8 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.87 7.87 20.23 0.49 6.75 Phi*Vc < Vu 1.124 6.8 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.95 7.95 19.80 0.50 6.75 Phi*Vc < Vu 1.20 6.8 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.03 8.03 19.36 0.52 6.75 Phi*Vc < Vu 1.276 6.8 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.10 8.10 18.92 0.54 6.75 Phi*Vc < Vu 1.352 6.8 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.18 8.18 18.47 0.55 6.75 Phi*Vc < Vu 1.427 6.8 0.0 +1.20D+0.50L+1.60S 1 3.11 15.00 -8.25 8.25 18.03 0.57 6.75 Phi*Vc < Vu 1.503 6.8 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.33 8.33 17.57 0.59 6.75 Phi*Vc < Vu 1.579 6.8 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.40 8.40 17.12 0.61 6.75 Phi*Vc < Vu 1.655 6.8 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.48 8.48 16.65 0.64 6.75 Phi*Vc < Vu 1.731 6.8 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.56 8.56 16.19 0.66 6.75 Phi*Vc < Vu 1.807 6.8 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.63 8.63 15.72 0.69 6.75 Phi*Vc < Vu 1.883 6.8 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.71 8.71 15.25 0.71 6.75 Phi*Vc < Vu 1.958 6.8 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.78 8.78 14.77 0.74 6.75 Phi*Vc < Vu 2.034 6.8 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.86 8.86 14.29 0.78 6.75 Phi*Vc < Vu 2.110 6.8 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.94 8.94 13.80 0.81 6.75 Phi*Vc < Vu 2.186 6.8 0.0 +1.20D+0.50L+1.60S 1 3.66 15.00 -9.01 9.01 13.31 0.85 6.75 Phi*Vc < Vu 2.262 6.8 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.09 9.09 12.81 0.89 6.75 Phi*Vc < Vu 2.338 6.8 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.16 9.16 12.32 0.93 6.75 Phi*Vc < Vu 2.413 6.8 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.24 9.24 11.81 0.98 6.75 Phi*Vc < Vu 2.489 6.8 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.32 9.32 11.31 1.00 6.75 Phi*Vc < Vu 2.565 6.8 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.39 9.39 10.79 1.00 6.75 Phi*Vc < Vu 2.641 6.8 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.47 9.47 10.28 1.00 6.75 Phi*Vc < Vu 2.717 6.8 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.54 9.54 9.76 1.00 6.75 Phi*Vc < Vu 2.793 6.8 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.62 9.62 9.24 1.00 6.75 Phi*Vc < Vu 2.869 6.8 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.69 9.69 8.71 1.00 6.75 Phi*Vc < Vu 2.944 6.8 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.77 9.77 8.18 1.00 6.75 Phi*Vc < Vu 3.020 6.8 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.85 9.85 7.64 1.00 6.75 Phi*Vc < Vu 3.096 6.8 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -9.92 9.92 7.10 1.00 6.75 Phi*Vc < Vu 3.172 6.8 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.00 10.00 6.56 1.00 6.75 Phi*Vc < Vu 3.248 6.8 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.07 10.07 6.01 1.00 6.75 Phi*Vc < Vu 3.324 6.8 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.15 10.15 5.46 1.00 6.75 Phi*Vc < Vu 3.399 6.8 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.23 10.23 4.90 1.00 6.75 Phi*Vc < Vu 3.475 6.8 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.30 10.30 4.34 1.00 6.75 Phi*Vc < Vu 3.551 6.8 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.38 10.38 3.77 1.00 6.75 Phi*Vc < Vu 3.627 6.8 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.45 10.45 3.20 1.00 6.75 Phi*Vc < Vu 3.703 6.8 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.53 10.53 2.63 1.00 6.75 Phi*Vc < Vu 3.779 6.8 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.60 10.60 2.05 1.00 6.75 Phi*Vc < Vu 3.855 6.8 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.68 10.68 1.47 1.00 6.75 Phi*Vc < Vu 3.930 6.8 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.76 10.76 0.89 1.00 6.75 Phi*Vc < Vu 4.006 6.8 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.83 10.83 0.30 1.00 6.75 Phi*Vc < Vu 4.082 6.8 0.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 5.000 22.80 25.55 0.89 +1.40D Span # 1 1 5.000 7.17 25.55 0.28 +1.20D+1.60L Span # 1 1 5.000 7.54 25.55 0.30 +1.20D+1.60L+0.50S Span # 1 1 5.000 12.61 25.55 0.49 +1.20D+0.50L Span # 1 1 5.000 6.58 25.55 0.26 +1.20D 30 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:12" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam Span # 1 1 5.000 6.14 25.55 0.24 +1.20D+0.50L+1.60S Span # 1 1 5.000 22.80 25.55 0.89 +1.20D+1.60S Span # 1 1 5.000 22.37 25.55 0.88 +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 31 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 General Information 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 =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I Seismic Design Category =A .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 6.0 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 .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.895 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.495 ft Mn * Phi : Allowable 25.551 k-ft Typical SectionSection used for this span Mu : Applied 22.872 k-ft Maximum Deflection 0 <360.0 11269 Ratio =0 <180.0 Max Downward Transient Deflection 0.003 in 21667Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in L Only S Only Span: 1 : +D+S Span: 1 : +D+S . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 7.270 7.270 Max Upward from Load Combinations 7.270 7.270 Max Upward from Load Cases 4.625 4.625 D Only 2.645 2.645 +D+L 3.345 3.345 32 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +D+S 7.270 7.270 +D+0.750L 3.170 3.170 +D+0.750L+0.750S 6.639 6.639 +0.60D 1.587 1.587 L Only 0.700 0.700 S Only 4.625 4.625 .Shear Stirrup Requirements Entire Beam Span Length : Phi*Vc < Vu, Req'd Vs = 4.174, Stirrups are not required. .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 0.00 15.00 10.92 10.92 0.00 1.00 6.75 Phi*Vc < Vu 4.174 6.8 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.85 10.85 0.59 1.00 6.75 Phi*Vc < Vu 4.097 6.8 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.77 10.77 1.19 1.00 6.75 Phi*Vc < Vu 4.020 6.8 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.69 10.69 1.77 1.00 6.75 Phi*Vc < Vu 3.943 6.8 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.62 10.62 2.35 1.00 6.75 Phi*Vc < Vu 3.866 6.8 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.54 10.54 2.93 1.00 6.75 Phi*Vc < Vu 3.789 6.8 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.46 10.46 3.51 1.00 6.75 Phi*Vc < Vu 3.712 6.8 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.39 10.39 4.08 1.00 6.75 Phi*Vc < Vu 3.635 6.8 0.0 +1.20D+0.50L+1.60S 1 0.44 15.00 10.31 10.31 4.64 1.00 6.75 Phi*Vc < Vu 3.558 6.8 0.0 +1.20D+0.50L+1.60S 1 0.49 15.00 10.23 10.23 5.20 1.00 6.75 Phi*Vc < Vu 3.481 6.8 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.15 10.15 5.76 1.00 6.75 Phi*Vc < Vu 3.404 6.8 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.08 10.08 6.31 1.00 6.75 Phi*Vc < Vu 3.327 6.8 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 10.00 10.00 6.86 1.00 6.75 Phi*Vc < Vu 3.250 6.8 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.92 9.92 7.40 1.00 6.75 Phi*Vc < Vu 3.173 6.8 0.0 +1.20D+0.50L+1.60S 1 0.77 15.00 9.85 9.85 7.94 1.00 6.75 Phi*Vc < Vu 3.096 6.8 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.77 9.77 8.48 1.00 6.75 Phi*Vc < Vu 3.019 6.8 0.0 +1.20D+0.50L+1.60S 1 0.87 15.00 9.69 9.69 9.01 1.00 6.75 Phi*Vc < Vu 2.942 6.8 0.0 +1.20D+0.50L+1.60S 1 0.93 15.00 9.61 9.61 9.54 1.00 6.75 Phi*Vc < Vu 2.865 6.8 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.54 9.54 10.06 1.00 6.75 Phi*Vc < Vu 2.788 6.8 0.0 +1.20D+0.50L+1.60S 1 1.04 15.00 9.46 9.46 10.58 1.00 6.75 Phi*Vc < Vu 2.711 6.8 0.0 +1.20D+0.50L+1.60S 1 1.09 15.00 9.38 9.38 11.10 1.00 6.75 Phi*Vc < Vu 2.634 6.8 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.31 9.31 11.61 1.00 6.75 Phi*Vc < Vu 2.557 6.8 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.23 9.23 12.11 0.95 6.75 Phi*Vc < Vu 2.480 6.8 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.15 9.15 12.62 0.91 6.75 Phi*Vc < Vu 2.403 6.8 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.08 9.08 13.11 0.87 6.75 Phi*Vc < Vu 2.326 6.8 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 9.00 9.00 13.61 0.83 6.75 Phi*Vc < Vu 2.248 6.8 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.92 8.92 14.10 0.79 6.75 Phi*Vc < Vu 2.171 6.8 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.84 8.84 14.58 0.76 6.75 Phi*Vc < Vu 2.094 6.8 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.77 8.77 15.06 0.73 6.75 Phi*Vc < Vu 2.017 6.8 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.69 8.69 15.54 0.70 6.75 Phi*Vc < Vu 1.940 6.8 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.61 8.61 16.01 0.67 6.75 Phi*Vc < Vu 1.863 6.8 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.54 8.54 16.48 0.65 6.75 Phi*Vc < Vu 1.786 6.8 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.46 8.46 16.95 0.62 6.75 Phi*Vc < Vu 1.709 6.8 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.38 8.38 17.41 0.60 6.75 Phi*Vc < Vu 1.632 6.8 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.31 8.31 17.86 0.58 6.75 Phi*Vc < Vu 1.555 6.8 0.0 +1.20D+0.50L+1.60S 1 1.91 15.00 8.23 8.23 18.32 0.56 6.75 Phi*Vc < Vu 1.478 6.8 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.15 8.15 18.76 0.54 6.75 Phi*Vc < Vu 1.401 6.8 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.07 8.07 19.21 0.53 6.75 Phi*Vc < Vu 1.324 6.8 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 8.00 8.00 19.65 0.51 6.75 Phi*Vc < Vu 1.247 6.8 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.92 7.92 20.08 0.49 6.75 Phi*Vc < Vu 1.170 6.8 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.84 7.84 20.51 0.48 6.75 Phi*Vc < Vu 1.093 6.8 0.0 +1.20D+0.50L+1.60S 1 2.24 15.00 7.77 7.77 20.94 0.46 6.75 Phi*Vc < Vu 1.016 6.8 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.69 7.69 21.36 0.45 6.75 Phi*Vc < Vu 0.9389 6.8 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.61 7.61 21.78 0.44 6.75 Phi*Vc < Vu 0.8618 6.8 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.53 7.53 22.19 0.42 6.75 Phi*Vc < Vu 0.7848 6.8 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.60 0.41 6.75 Phi*Vc < Vu 0.7078 6.8 0.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.80 0.41 6.75 Phi*Vc < Vu 0.6693 6.8 0.0 33 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 2.57 15.00 -7.50 7.50 22.40 0.42 6.75 Phi*Vc < Vu 0.7463 6.8 0.0 +1.20D+0.50L+1.60S 1 2.62 15.00 -7.57 7.57 21.98 0.43 6.75 Phi*Vc < Vu 0.8233 6.8 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.65 7.65 21.57 0.44 6.75 Phi*Vc < Vu 0.9004 6.8 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.73 7.73 21.15 0.46 6.75 Phi*Vc < Vu 0.9774 6.8 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.80 7.80 20.72 0.47 6.75 Phi*Vc < Vu 1.054 6.8 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.88 7.88 20.30 0.49 6.75 Phi*Vc < Vu 1.131 6.8 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.96 7.96 19.86 0.50 6.75 Phi*Vc < Vu 1.209 6.8 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.04 8.04 19.43 0.52 6.75 Phi*Vc < Vu 1.286 6.8 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.11 8.11 18.98 0.53 6.75 Phi*Vc < Vu 1.363 6.8 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.19 8.19 18.54 0.55 6.75 Phi*Vc < Vu 1.440 6.8 0.0 +1.20D+0.50L+1.60S 1 3.11 15.00 -8.27 8.27 18.09 0.57 6.75 Phi*Vc < Vu 1.517 6.8 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.34 8.34 17.64 0.59 6.75 Phi*Vc < Vu 1.594 6.8 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.42 8.42 17.18 0.61 6.75 Phi*Vc < Vu 1.671 6.8 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.50 8.50 16.72 0.64 6.75 Phi*Vc < Vu 1.748 6.8 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.57 8.57 16.25 0.66 6.75 Phi*Vc < Vu 1.825 6.8 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.65 8.65 15.78 0.69 6.75 Phi*Vc < Vu 1.902 6.8 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.73 8.73 15.30 0.71 6.75 Phi*Vc < Vu 1.979 6.8 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.81 8.81 14.82 0.74 6.75 Phi*Vc < Vu 2.056 6.8 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.88 8.88 14.34 0.77 6.75 Phi*Vc < Vu 2.133 6.8 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.96 8.96 13.85 0.81 6.75 Phi*Vc < Vu 2.210 6.8 0.0 +1.20D+0.50L+1.60S 1 3.66 15.00 -9.04 9.04 13.36 0.85 6.75 Phi*Vc < Vu 2.287 6.8 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.11 9.11 12.87 0.89 6.75 Phi*Vc < Vu 2.364 6.8 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.19 9.19 12.37 0.93 6.75 Phi*Vc < Vu 2.441 6.8 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.27 9.27 11.86 0.98 6.75 Phi*Vc < Vu 2.518 6.8 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.35 9.35 11.35 1.00 6.75 Phi*Vc < Vu 2.595 6.8 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.42 9.42 10.84 1.00 6.75 Phi*Vc < Vu 2.672 6.8 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.50 9.50 10.32 1.00 6.75 Phi*Vc < Vu 2.749 6.8 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.58 9.58 9.80 1.00 6.75 Phi*Vc < Vu 2.826 6.8 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.65 9.65 9.28 1.00 6.75 Phi*Vc < Vu 2.903 6.8 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.73 9.73 8.75 1.00 6.75 Phi*Vc < Vu 2.980 6.8 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.81 9.81 8.21 1.00 6.75 Phi*Vc < Vu 3.057 6.8 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.88 9.88 7.68 1.00 6.75 Phi*Vc < Vu 3.134 6.8 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -9.96 9.96 7.13 1.00 6.75 Phi*Vc < Vu 3.211 6.8 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.04 10.04 6.59 1.00 6.75 Phi*Vc < Vu 3.288 6.8 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.12 10.12 6.04 1.00 6.75 Phi*Vc < Vu 3.366 6.8 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.19 10.19 5.48 1.00 6.75 Phi*Vc < Vu 3.443 6.8 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.27 10.27 4.92 1.00 6.75 Phi*Vc < Vu 3.520 6.8 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.35 10.35 4.36 1.00 6.75 Phi*Vc < Vu 3.597 6.8 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.42 10.42 3.79 1.00 6.75 Phi*Vc < Vu 3.674 6.8 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.50 10.50 3.22 1.00 6.75 Phi*Vc < Vu 3.751 6.8 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.58 10.58 2.64 1.00 6.75 Phi*Vc < Vu 3.828 6.8 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.65 10.65 2.06 1.00 6.75 Phi*Vc < Vu 3.905 6.8 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.73 10.73 1.48 1.00 6.75 Phi*Vc < Vu 3.982 6.8 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.81 10.81 0.89 1.00 6.75 Phi*Vc < Vu 4.059 6.8 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.89 10.89 0.30 1.00 6.75 Phi*Vc < Vu 4.136 6.8 0.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 5.000 22.87 25.55 0.90 +1.40D Span # 1 1 5.000 7.24 25.55 0.28 +1.20D+1.60L Span # 1 1 5.000 7.61 25.55 0.30 +1.20D+1.60L+0.50S Span # 1 1 5.000 12.68 25.55 0.50 +1.20D+0.50L Span # 1 1 5.000 6.65 25.55 0.26 +1.20D 34 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:15" footing with 6" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam Span # 1 1 5.000 6.21 25.55 0.24 +1.20D+0.50L+1.60S Span # 1 1 5.000 22.87 25.55 0.90 +1.20D+1.60S Span # 1 1 5.000 22.43 25.55 0.88 +1.20D+0.50L+0.50S Span # 1 1 5.000 11.72 25.55 0.46 +1.20D+0.50L+0.70S Span # 1 1 5.000 13.75 25.55 0.54 +0.90D Span # 1 1 5.000 4.66 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 0.0053 2.500 0.0000 0.000 35 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:18" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 General Information 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 =1.0OLtWt Factor Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ I Seismic Design Category =A .Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 18.0 in, Top Flange Width = 15.0 in, Flange Thickness = 6.0 in Span #1 Reinforcing.... 2-#4 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span 1-#4 at 3.0 in from Top, from 0.0 to 5.0 ft in this span . Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Point Load : D = 3.0, S = 7.0 k @ 2.50 ft, (Point Load) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.868 : 1 Span # where maximum occurs Span # 1 Location of maximum on span 2.495 ft Mn * Phi : Allowable 26.452 k-ft Typical SectionSection used for this span Mu : Applied 22.962 k-ft Maximum Deflection 0 <360.0 16719 Ratio =0 <180.0 Max Downward Transient Deflection 0.002 in 25683Ratio =>=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.004 in Ratio =>=180.0 Max Upward Total Deflection 0.000 in L Only S Only Span: 1 : +D+S Span: 1 : +D+S . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Max Upward from all Load Conditions 7.331 7.331 Max Upward from Load Combinations 7.331 7.331 Max Upward from Load Cases 4.625 4.625 D Only 2.706 2.706 +D+L 3.406 3.406 36 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:18" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 +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 .Shear Stirrup Requirements Entire Beam Span Length : Phi*Vc < Vu, Req'd Vs = 1.997, Stirrups are not required. .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 0.00 15.00 11.00 11.00 0.00 1.00 9.00 Phi*Vc < Vu 1.997 9.0 0.0 +1.20D+0.50L+1.60S 1 0.05 15.00 10.92 10.92 0.60 1.00 9.00 Phi*Vc < Vu 1.918 9.0 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.84 10.84 1.19 1.00 9.00 Phi*Vc < Vu 1.840 9.0 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.76 10.76 1.78 1.00 9.00 Phi*Vc < Vu 1.761 9.0 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.68 10.68 2.37 1.00 9.00 Phi*Vc < Vu 1.682 9.0 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 10.60 10.60 2.95 1.00 9.00 Phi*Vc < Vu 1.604 9.0 0.0 +1.20D+0.50L+1.60S 1 0.33 15.00 10.53 10.53 3.53 1.00 9.00 Phi*Vc < Vu 1.525 9.0 0.0 +1.20D+0.50L+1.60S 1 0.38 15.00 10.45 10.45 4.10 1.00 9.00 Phi*Vc < Vu 1.447 9.0 0.0 +1.20D+0.50L+1.60S 1 0.44 15.00 10.37 10.37 4.67 1.00 9.00 Phi*Vc < Vu 1.368 9.0 0.0 +1.20D+0.50L+1.60S 1 0.49 15.00 10.29 10.29 5.23 1.00 9.00 Phi*Vc < Vu 1.289 9.0 0.0 +1.20D+0.50L+1.60S 1 0.55 15.00 10.21 10.21 5.79 1.00 9.00 Phi*Vc < Vu 1.211 9.0 0.0 +1.20D+0.50L+1.60S 1 0.60 15.00 10.13 10.13 6.35 1.00 9.00 Phi*Vc < Vu 1.132 9.0 0.0 +1.20D+0.50L+1.60S 1 0.66 15.00 10.05 10.05 6.90 1.00 9.00 Phi*Vc < Vu 1.053 9.0 0.0 +1.20D+0.50L+1.60S 1 0.71 15.00 9.97 9.97 7.45 1.00 9.00 Phi*Vc < Vu 0.9748 9.0 0.0 +1.20D+0.50L+1.60S 1 0.77 15.00 9.90 9.90 7.99 1.00 9.00 Phi*Vc < Vu 0.8962 9.0 0.0 +1.20D+0.50L+1.60S 1 0.82 15.00 9.82 9.82 8.53 1.00 9.00 Phi*Vc < Vu 0.8176 9.0 0.0 +1.20D+0.50L+1.60S 1 0.87 15.00 9.74 9.74 9.06 1.00 9.00 Phi*Vc < Vu 0.7390 9.0 0.0 +1.20D+0.50L+1.60S 1 0.93 15.00 9.66 9.66 9.59 1.00 9.00 Phi*Vc < Vu 0.6603 9.0 0.0 +1.20D+0.50L+1.60S 1 0.98 15.00 9.58 9.58 10.12 1.00 9.00 Phi*Vc < Vu 0.5817 9.0 0.0 +1.20D+0.50L+1.60S 1 1.04 15.00 9.50 9.50 10.64 1.00 9.00 Phi*Vc < Vu 0.5031 9.0 0.0 +1.20D+0.50L+1.60S 1 1.09 15.00 9.42 9.42 11.16 1.00 9.00 Phi*Vc < Vu 0.4245 9.0 0.0 +1.20D+0.50L+1.60S 1 1.15 15.00 9.35 9.35 11.67 1.00 9.00 Phi*Vc < Vu 0.3459 9.0 0.0 +1.20D+0.50L+1.60S 1 1.20 15.00 9.27 9.27 12.18 0.95 9.00 Phi*Vc < Vu 0.2672 9.0 0.0 +1.20D+0.50L+1.60S 1 1.26 15.00 9.19 9.19 12.68 0.91 9.00 Phi*Vc < Vu 0.1886 9.0 0.0 +1.20D+0.50L+1.60S 1 1.31 15.00 9.11 9.11 13.18 0.86 9.00 Phi*Vc < Vu 0.110 9.0 0.0 +1.20D+0.50L+1.60S 1 1.37 15.00 9.03 9.03 13.68 0.83 9.00 Phi*Vc < Vu 0.03137 9.0 0.0 +1.20D+0.50L+1.60S 1 1.42 15.00 8.95 8.95 14.17 0.79 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.48 15.00 8.87 8.87 14.66 0.76 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.53 15.00 8.80 8.80 15.14 0.73 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.58 15.00 8.72 8.72 15.62 0.70 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.64 15.00 8.64 8.64 16.09 0.67 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.69 15.00 8.56 8.56 16.56 0.65 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.75 15.00 8.48 8.48 17.03 0.62 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.80 15.00 8.40 8.40 17.49 0.60 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.86 15.00 8.32 8.32 17.95 0.58 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.91 15.00 8.25 8.25 18.40 0.56 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 1.97 15.00 8.17 8.17 18.85 0.54 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.02 15.00 8.09 8.09 19.29 0.52 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.08 15.00 8.01 8.01 19.73 0.51 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.13 15.00 7.93 7.93 20.17 0.49 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.19 15.00 7.85 7.85 20.60 0.48 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.24 15.00 7.77 7.77 21.03 0.46 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.30 15.00 7.69 7.69 21.45 0.45 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.35 15.00 7.62 7.62 21.87 0.44 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.40 15.00 7.54 7.54 22.28 0.42 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.46 15.00 7.46 7.46 22.69 0.41 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.51 15.00 -7.42 7.42 22.89 0.41 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 37 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:18" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd Phi*Vnd*Vu/MuMu (ft)(k)(in)(k)Actual (k-ft)Number (k) Spacing (in) Design Phi*Vc +1.20D+0.50L+1.60S 1 2.57 15.00 -7.50 7.50 22.49 0.42 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.62 15.00 -7.58 7.58 22.08 0.43 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.68 15.00 -7.66 7.66 21.66 0.44 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.73 15.00 -7.73 7.73 21.24 0.46 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.79 15.00 -7.81 7.81 20.81 0.47 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.84 15.00 -7.89 7.89 20.38 0.48 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.90 15.00 -7.97 7.97 19.95 0.50 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 2.95 15.00 -8.05 8.05 19.51 0.52 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.01 15.00 -8.13 8.13 19.07 0.53 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.06 15.00 -8.21 8.21 18.63 0.55 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.11 15.00 -8.28 8.28 18.18 0.57 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.17 15.00 -8.36 8.36 17.72 0.59 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.22 15.00 -8.44 8.44 17.26 0.61 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.28 15.00 -8.52 8.52 16.80 0.63 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.33 15.00 -8.60 8.60 16.33 0.66 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.39 15.00 -8.68 8.68 15.86 0.68 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.44 15.00 -8.76 8.76 15.38 0.71 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.50 15.00 -8.83 8.83 14.90 0.74 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.55 15.00 -8.91 8.91 14.42 0.77 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.61 15.00 -8.99 8.99 13.93 0.81 9.00 Phi*lambda*sqrtMin per 9.6.3.9.0 0.0 +1.20D+0.50L+1.60S 1 3.66 15.00 -9.07 9.07 13.43 0.84 9.00 Phi*Vc < Vu 0.07068 9.0 0.0 +1.20D+0.50L+1.60S 1 3.72 15.00 -9.15 9.15 12.94 0.88 9.00 Phi*Vc < Vu 0.1493 9.0 0.0 +1.20D+0.50L+1.60S 1 3.77 15.00 -9.23 9.23 12.43 0.93 9.00 Phi*Vc < Vu 0.2279 9.0 0.0 +1.20D+0.50L+1.60S 1 3.83 15.00 -9.31 9.31 11.93 0.98 9.00 Phi*Vc < Vu 0.3065 9.0 0.0 +1.20D+0.50L+1.60S 1 3.88 15.00 -9.39 9.39 11.42 1.00 9.00 Phi*Vc < Vu 0.3852 9.0 0.0 +1.20D+0.50L+1.60S 1 3.93 15.00 -9.46 9.46 10.90 1.00 9.00 Phi*Vc < Vu 0.4638 9.0 0.0 +1.20D+0.50L+1.60S 1 3.99 15.00 -9.54 9.54 10.38 1.00 9.00 Phi*Vc < Vu 0.5424 9.0 0.0 +1.20D+0.50L+1.60S 1 4.04 15.00 -9.62 9.62 9.86 1.00 9.00 Phi*Vc < Vu 0.6210 9.0 0.0 +1.20D+0.50L+1.60S 1 4.10 15.00 -9.70 9.70 9.33 1.00 9.00 Phi*Vc < Vu 0.6996 9.0 0.0 +1.20D+0.50L+1.60S 1 4.15 15.00 -9.78 9.78 8.80 1.00 9.00 Phi*Vc < Vu 0.7783 9.0 0.0 +1.20D+0.50L+1.60S 1 4.21 15.00 -9.86 9.86 8.26 1.00 9.00 Phi*Vc < Vu 0.8569 9.0 0.0 +1.20D+0.50L+1.60S 1 4.26 15.00 -9.94 9.94 7.72 1.00 9.00 Phi*Vc < Vu 0.9355 9.0 0.0 +1.20D+0.50L+1.60S 1 4.32 15.00 -10.01 10.01 7.18 1.00 9.00 Phi*Vc < Vu 1.014 9.0 0.0 +1.20D+0.50L+1.60S 1 4.37 15.00 -10.09 10.09 6.63 1.00 9.00 Phi*Vc < Vu 1.093 9.0 0.0 +1.20D+0.50L+1.60S 1 4.43 15.00 -10.17 10.17 6.07 1.00 9.00 Phi*Vc < Vu 1.171 9.0 0.0 +1.20D+0.50L+1.60S 1 4.48 15.00 -10.25 10.25 5.51 1.00 9.00 Phi*Vc < Vu 1.250 9.0 0.0 +1.20D+0.50L+1.60S 1 4.54 15.00 -10.33 10.33 4.95 1.00 9.00 Phi*Vc < Vu 1.329 9.0 0.0 +1.20D+0.50L+1.60S 1 4.59 15.00 -10.41 10.41 4.39 1.00 9.00 Phi*Vc < Vu 1.407 9.0 0.0 +1.20D+0.50L+1.60S 1 4.64 15.00 -10.49 10.49 3.82 1.00 9.00 Phi*Vc < Vu 1.486 9.0 0.0 +1.20D+0.50L+1.60S 1 4.70 15.00 -10.56 10.56 3.24 1.00 9.00 Phi*Vc < Vu 1.564 9.0 0.0 +1.20D+0.50L+1.60S 1 4.75 15.00 -10.64 10.64 2.66 1.00 9.00 Phi*Vc < Vu 1.643 9.0 0.0 +1.20D+0.50L+1.60S 1 4.81 15.00 -10.72 10.72 2.08 1.00 9.00 Phi*Vc < Vu 1.722 9.0 0.0 +1.20D+0.50L+1.60S 1 4.86 15.00 -10.80 10.80 1.49 1.00 9.00 Phi*Vc < Vu 1.80 9.0 0.0 +1.20D+0.50L+1.60S 1 4.92 15.00 -10.88 10.88 0.90 1.00 9.00 Phi*Vc < Vu 1.879 9.0 0.0 +1.20D+0.50L+1.60S 1 4.97 15.00 -10.96 10.96 0.30 1.00 9.00 Phi*Vc < Vu 1.958 9.0 0.0 .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam MAXimum BENDING Envelope Span # 1 1 5.000 22.96 26.45 0.87 +1.40D Span # 1 1 5.000 7.35 26.45 0.28 +1.20D+1.60L Span # 1 1 5.000 7.70 26.45 0.29 +1.20D+1.60L+0.50S Span # 1 1 5.000 12.77 26.45 0.48 +1.20D+0.50L Span # 1 1 5.000 6.74 26.45 0.25 +1.20D 38 of 39 Concrete Beam LIC# : KW-06019371, Build:20.24.03.04 HODGE ENGINEERING INC (c) ENERCALC INC 1983-2023 DESCRIPTION:18" footing with 8" stem wall 1500 psf soil, 2500 psi concrete Project File: 2021 General Footing Calculations.ec6 Project Title:Hodge Engineering Foundation Calculations Engineer:John Hodge Project ID: Project Descr:Foundation Calculations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegmentPhi*Mnxalong Beam Span # 1 1 5.000 6.30 26.45 0.24 +1.20D+0.50L+1.60S Span # 1 1 5.000 22.96 26.45 0.87 +1.20D+1.60S Span # 1 1 5.000 22.52 26.45 0.85 +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 39 of 39