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REVIEWED BLD2022-0529+Structural_Calculations+4.27.2022_7.04.02_PM+2832282BLD2022-0529 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents STRUCTURAL CALCULATIONS C1 - C47 RECEIVED May 02 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT 04/21 /2022 STRUCTURAL CALCULATIONS REINKE ADDITION EDMONDS, WA April 21, 2022 Project #: 22-13 Caitlin Rose Engineering, LLC :: Po Box 2381 :: Lynnwood, WA 98036 :: (425) 301 — 6554 :: caitlinroseengineering.com C1 Project: Reineke Addition Sheet # : Project #: 22-13 Date: 4/20/2022 By: CRW Site & Material Properties Soil Soil Bearing Pressure (minimum per IBC 1806.2) 1500 psf Frost Depth 18 in Concrete Compressive Strength 2500 psi Density - Normal Weight 150 pcf Reinforcing Steel, ASTM A615 60 ksi Wood Solid Sawn Lumber, 4x & Smaller HF #2 Solid Sawn Lumber, 6x & Larger DF #1 GluLam Beams, Simple Span 24F-V4 GluLam Beams, Cantilevered or Continuous Span 24F-V8 I -Joists Trusjoist by Weyerhaeuser LVL Trusjoist Microllam, 2.0E LSL Trusjoist Timberstrand, 1.55E PSL Trusjoist Parallam, 2.2E Gravitv Loadin Roof Dead Load Floor Dead Load Roofing 1.5 psf Flooring 1.5 psf Insulation 2.0 psf Insulation 2.0 psf Ceiling 1.5 psf Ceiling 1.5 psf Sheathing 1.6 psf Sheathing 2.4 psf Structural Framing 2.8 psf Framing 1.9 psf Lights 1.0 psf Lights 1.0 psf Mechanical 1.5 psf Mechanical 1.5 psf Miscellaneous 3.1 psf Miscellaneous 3.2 psf TOTAL R.DL 15.0 psf TOTAL F.DL 15 psf Wall Dead Load Exterior Wall 10 psf Interior Wall 9 psf Live Loads Roof Live Load 20 psf Floor Live Load 40 psf Deck Live Load 60 psf Roof Snow Load 25 psf Deflection Criteria Roof Total Load L/240 Roof Live Load L/360 Floor Total Load L/360 Floor Live Load L/480 C2 Project: Reineke Addition Sheet # : Project #: 22-13 Date: 4/20/2022 By: CRW Lateral Loading Wind Loading [ASCE 7-16 Ch. 28, Envelope Procedure] Risk Category Basic Wind Speed 110 mph Exposure Category B Topographic Factor 1.0 Kzt Exposure & Height Adjustment Factor 1.00 A Ps3O Ps = /\*Kzt*Ps3O (LRFD) Ps = /\*Kzt*Ps3O (ASD) Zone A 26.6 psf Zone A 26.6 psf Zone A 16.0 psf Zone B * -7.0 psf Zone B * -7.0 psf Zone B * -4.2 psf Zone C 17.7 psf Zone C 17.7 psf Zone C 10.6 psf Zone D * -3.9 psf Zone D * -3.9 psf Zone D * -2.3 psf *per figure28.5-1, Note 7, total horizontal load shall not be less than assuming zones B & D are ps=0 Wind Load Distribution, a Min of 10% Least Horiz Dimension and 40% Mean Roof Height, but not less than 3 ft 10% of Least Horiz Dimension 3.3 ft 40% of Mean Roof Height 8 ft a 3.3 ft Zone Areas & Total Wind Loads (sq ft & lb) North/South Direction House V.ps (ASD) V.ps (ASD) Total Area Total V.ps (ASD) Area Zone A 138 2202 0 0 138 2202 Area Zone B 30 0 0 0 30 0 Area Zone C 490 5204 0 0 490 5204 Area Zone D 122 0 0 0 122 0 7406 0 V= 7406 East/West Direction House V.ps (ASD) V.ps (ASD) Total Area Total V.ps (ASD) Area Zone A 73 1165 0 0 73 1165 Area Zone B 0 0 0 0 0 0 Area Zone C 868 9218 0 0 868 9218 Area Zone D 56 0 0 0 56 0 10383 0 V= 10383 C3 Project: Reineke Addition Sheet #: Project #: 22-13 Date: 4/20/2022 By: CRW Seismic Loading [ASCE 7-16 Ch 12, Equivalent Lateral Force Procedure] SDS SD1 Response Modification Factor Importance Factor, Ie Seismic Response Coefficient, Cs Cs=SDS/(R/Le) Cs —max = SD1 / T * (R / le) T=Ct*hn"x TL Cs —min 0.044 * SDS * le Controlling Cs 0.160 Seismic Weight 1.04 0.56 6.5 Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance 1.0 0.160 0.459 0.189 6 0.046 Level Area Dead Load Weight V.level Roof 1061 Roof Dead Load 15915 2542 L3 1434 Floor Dead Load 21510 3436 Total Seismic Weight 37425 Seismic Base Shear V.seismic = Cs * Weight 5979 Ibs [LRFD] 4271lbs [ASD] Vertical Distribution of Seismic Loads Level Weight Height Roof 15915 Floor 21510 Total Wx*Hx^k Factor Load 17 270555 0.6112372 2610.327 8 172080 0.3887628 1660.2357 442635 4270.5626 LNTC Hazards by Location C4 Search Information Address: 19230 80th PI W, Edmonds, WA 98026, USA Coordinates: 47.8242538,-122.3427079 Elevation: 374 ft Timestam p: 2022-04-19T21:24:14.590Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.298 MCER ground motion (period=0.2s) St 0.458 MCER ground motion (period=1.0s) SMS 1.557 Site -modified spectral acceleration value sMi * null Site -modified spectral acceleration value SDS 1.038 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.555 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.666 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.298 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.431 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) it oRedmord i 7 PQ Map data ©2022 Google C5 SsD 2.541 Factored deterministic acceleration value (0.2s) S1 RT 0.458 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.512 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 1.068 Factored deterministic acceleration value (1.0s) PGAd 0.898 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. aFORTE'CM Level, Roof Deck Joist 1 piece(s) 2 x 6 HF No.2 @ 16" OC MISSED J 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 319 @ 2 1/2" 1367 (2.25") Passed (23%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 254 @ 9" 825 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 475 @ T 3 1/2" 801 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.096 @ 3' 3 1/2" 0.154 Passed (L/769) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.120 @ 3' 3 1/2" 0.308 Passed (L/615) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 66 263 329 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 66 263 329 1 1/4" Rim Board • Kim uoam is assumea m carry an icaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 5" o/c Bottom Edge (Lu) 6' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 16" 15.0 60.0 Default Load 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 2 / 14 aFORTE'CM L3 Floor Framing, TYP Floor Joist 1 piece(s) 11 7/8" TII@ 110 @ 16" OC FIASSED 13' 6" F11 1-1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 468 @ 3 1/2" 910 (1.75") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 468 @ 3 1/2" 1560 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1580 @ 7' 1/2" 3160 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.141 @ 7' 1/2" 0.338 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.183 @ T 1/2" 0.675 Passed (L/887) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 47 45 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 7/8" HF beam 3.50" Hangers 1.75" / - z 113 376 489 See note ' 2 - Hanger on 11 7/8" HF beam 3.50" Hangers 1.75" / - z 113 376 489 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 6" o/c Bottom Edge (Lu) 13' 6" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip 2 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10dxl.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 1" 16" 12.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 3 / 14 aFORTE'CM L3 Floor Framing, Floor Beam 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand@ LSL PIMSED 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3173 @ 1 1/2" 4253 (3.00") Passed (75%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2247 @ 1' 2 7/8" 8590 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6351 @ 4' 3" 15953 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.095 @ 4' 3" 0.206 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.125 @ 4' 3" 0.275 Passed (L/789) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/360). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.00" 3.00" 2.24" 776 2397 3173 Blocking 2 - Stud wall - HF 3.00" 3.00" 2.24" 776 2397 3173 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 13.0 Linked from: TYP 1 - Uniform (PLF) 0 to 8' 6" (Front) N/A 84.8 282.0 Floor Joist, Support 1 Linked from: TYP 2 - Uniform (PLF) 0 to 8' 6" (Front) N/A 84.8 282.0 Floor Joist, Support 2 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 4 / 14 aFORTE'CM L3 Floor Framing, BEAM @ Roof Joist Brg Wall 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL FRMSED T 0 Overall Length: 12' 11 1/4' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4032 @ 12' 10" 5847 (2.75") Passed (69%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3258 @ 1' 5 3/8" 13861 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 12392 @ 6' 7" 34332 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.154 @ 6' 7" 0.313 Passed (L/973) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.261 @ 6' 7" 0.417 Passed (L/575) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/360). • Allowed moment does not reflect the adjustment for the beam stability factor. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Stud wall- HF 5.50" 5.50" 1.96" 1708 263 1975 2469 6415 Blocking 2 - Stud wall- HF 2.75" 2.75" 1.90" 1649 254 1906 2383 6192 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 11" o/c Bottom Edge (Lu) 12' 11" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) 0 - Self Weight (PLF) 0 to 12' 11 1/4" N/A 19.5 1 - Uniform (PSF) 0 to 12' 11 1/4" (Front) 15' 15.0 - 20.0 25.0 Default Load 2 - Uniform (PSF) 0 to 12' 11 1/4" (Front) 1' 15.0 40.0 - - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 5 / 14 aFORTE'CM L3 Floor Framing, Small Beam 2 piece(s) 2 x 8 HF No.2 MSED 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1293 @ 1 1/2" 3645 (3.00") Passed (35%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 662 @ 10 1/4" 2175 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 976 @ 1' 9" 2234 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.011 @ 1' 9" 0.081 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.015 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/360). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Floor Live Total 1 - Stud wall - HF 3.00" 3.00" 1.50" 306 987 1293 Blocking 2 - Stud wall - HF 3.00" 3.00" 1 1.50" 306 987 1293 Blocking • blocking Panels are assumea to carry no koaas appkkea akrectky aoove mem ana me rulk koaa is appkkea to me memDer Dekng aeskgnea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 3' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads ' Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 5.5 Linked from: TYP 1 - Uniform (PLF) 0 to 3' 6" (Front) N/A 84.8 282.0 Floor Joist, Support 1 Linked from: TYP 2 - Uniform (PLF) 0 to 3' 6" (Front) N/A 84.8 282.0 Floor Joist, Support 2 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 6 / 14 .I F O R T E M) MEMBER REPORT (NI SSED L3 Floor Framing, Typ Header 3 piece(s) 2 x 8 HF No.2 Crverall Length: 73' FBI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1335 @ 0 2734 (1.50") Passed (49%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1066 @ 8 3/4" 3263 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2420 @ 3' 7 1/2" 3351 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.080 @ 3' 7 1/2" 0.242 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.123 @ T 7 1/2" 0.313 Passed (L/706) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 465 870 145 181 1661 None 2 - Trimmer - SPF 1.50" 1.50" 1 1.50" 465 870 145 181 1661 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 3" o/c Bottom Edge (Lu) 7' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) 0 - Self Weight (PLF) 0 to 7' 3" N/A 8.3 1 - Uniform (PSF) 0 to 7' 3" 6' 15.0 40.0 - - Default Load 2 - Uniform (PSF) 0 to 7' 3" 2' 15.0 - 20.0 25.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 7 / 14 aFORTE'CM L3 Floor Framing, Header w/ Beam Pt Load 1 piece(s) 6 x 8 DF No.1 IMNSED 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3680 @ 0 5156 (1.50") Passed (71%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3545 @ 9" 5376 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2709 @ 9" 5930 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.010 @ 1' 9 5/16" 0.125 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.018 @ 1' 9 1/4" 0.188 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1611 660 1655 2069 5995 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 586 503 470 588 2147 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 9" o/c Bottom Edge (Lu) 3' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads AW Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 9" N/A 10.4 1 - Uniform (PSF) 0 to 3' 9" 2' 15.0 - 20.0 25.0 2 - Uniform (PSF) 0 to 3' 9" 6' 15.0 40.0 - - 3 - Point (lb) 9" N/A 1708 263 1975 2469 Linked from: BEAM @ Roof Joist Brg Wall, Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 8 / 14 aFORTE'CM Roof Framing, Typ Roof Header 3 piece(s) 2 x 8 HF No.2 (MISSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1901 @ 0 2734 (1.50") Passed (70%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1457 @ 8 3/4" 3752 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2970 @ 3' 1 1/2" 3853 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.069 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.112 @ 3' 1 1/2" 0.313 Passed (L/667) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 729 938 1172 2839 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 729 938 1172 2839 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 3" o/c Bottom Edge (Lu) 6' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 8.3 1 - Uniform (PSF) 0 to 6' 3" 15' 15.0 20.0 25.0 Default Load System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 911111111111111111 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 9 / 14 aFORTE'CM Roof Framing, Copy of Typ Roof Header 2 piece(s) 2 x 8 HF No.2 eASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. C Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 517 @ 0 1823 (1.50") Passed (28%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 397 @ 8 3/4" 2501 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 808 @ 3' 1 1/2" 2569 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.028 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.046 @ 3' 1 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 205 250 313 768 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 205 250 313 768 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 3" o/c Bottom Edge (Lu) 6' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 5.5 -- -- 1 - Uniform (PSF) 0 to 6' 3" 4' 15.0 20.0 25.0 Default Load System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 911111111111111111 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 10 / 14 aFORTE'CM Roof Framing, Entry Ridge 1 piece(s) 2 x 10 HF No.2 eASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 603 @ 2" 1367 (2.25") Passed (44%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 446 @ 1' 3/4" 1596 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1074 @ T 9 1/2" 1917 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.048 @ 3' 9 1/2" 0.363 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.079 @ T 9 1/2" 0.483 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports Available Required Loads to Supports (Ibs) Accessories Dead Roof Live Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 240 303 379 922 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 240 303 379 922 1 1/4" Rim Board • Kim noara is assumea to carry all ioaas appirea airecay aoove it, Dypassing the memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 5" o/c Bottom Edge (Lu) 7' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 7' 5 3/4" N/A 3.5 1 - Uniform (PSF) 0 to 7' 7" (Front) 4' 15.0 20.0 25.0 Default Load 0 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 11 / 14 aFORTE'CM Roof Framing, Entry Drop 1 piece(s) 4 x 8 HF No.2 eAsSED o 0 T 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 352 @ 4" 7796 (5.50") Passed (5%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 346 @ 1' 3/4" 2918 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1077 @ 3' 6" 3247 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.029 @ 3' 8" 0.169 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.049 @ 3' 8" 0.225 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/360). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Supports FE Available Required Loads to Supports (Ibs) Accessories Dead Roof Live Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 151 161 201 513 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 136 142 178 456 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 5" o/c Bottom Edge (Lu) 7' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads ' Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 5" N/A 6.4 1 -Point (lb) 3' 6" (Front) N/A 240 303 379 Linked from: EntryRidge, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 12 / 14 aFORTE'CM L2 Floor Framing, Beam Over Garage 1 piece(s) 6 3/4" x 9" 24F-V4 DF Glulam IMSSED - 1 0 f F1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 12201 @ 9' 8 1/4" 15778 (5.50") Passed (77%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5317 @ 10' 8" 10733 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 9389 @ 15' 8 3/16" 18225 Passed (52%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-Ibs) -12091 @ 9' 8 1/4" 14048 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.172 @ 15' 2" 0.259 Passed (L/721) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.217 @ 15' 3 1/16" 0.345 Passed (L/574) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/360). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 8 5/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 11 3/4". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Roof Live Snow Wind Total Supports Accessories 1 -Stud wall - HF 5.50" 5.50" 1.54" 1013 3186/-538 82 102 323 4538/ Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.25" 3376 8825 247 309 2178 14935 None 3 - Stud wall - HF 5.50" 5.50" 1.70" 1184 3454/-358 92 114 -148 4506/ Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 20' 5" o/c Bottom Edge (Lu) 20' 5" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.25) Snow (1.15) Wind (1.60) Comments 0 - Self Weight (PLF) 0 to 20' 4 1/2" N/A 14.8 -- -- -- -- 1 - Uniform (PSF) 0 to 20' 4 1/2" (Front) 1' 15.0 - 20.0 25.0 Default Load 2 - Uniform (PSF) 0 to 20' 4 1/2" (Front) 6' 15.0 40.0 - - L3 Floor 3 - Uniform (PSF) 0 to 20' 4 1/2" (Front) 7' 15.0 40.0 L2 Floor 4 - Uniform (PSF) 0 to 20' 4 1/2" (Front) 3' 3" 15.0 60.0 Roof Deck 5 - Point (lb) 7' 9" (Front) N/A - - 2352 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woc>dproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator I Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 13 / 14 aFORTE'CM L2 Floor Framing, Garage Door Header 1 piece(s) 6 x 8 DF No.1 (MISSED 1 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1080 @ 0 5156 (1.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 890 @ 9" 4675 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2296 @ 4' 3" 5156 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.074 @ 4' 3" 0.283 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.097 @ 4' 3" 0.425 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 252 829 1081 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 252 829 1081 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 6" o/c Bottom Edge (Lu) 8' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 10.4 -- 1 - Uniform (PSF) 0 to 8' 6" 3' 3" 15.0 60.0 Default Load System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 4/21/2022 5:26:32 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22-13 - Reinke Page 14 / 14 C19 Project: Reineke Addition Sheet #: Project #: 22-13 Date: 4/21/2022 By: CRW WOOD SHEAR WALL CALCULATIONS & SUMMARY Wall Loading Wall Geometry Shear Wall Design OVERTURNING - Local Wall Only, Not Compounded WALL ID TYPE [FTAO/SEG] SHEAR FORCE (ASD) [0.6*W] LENGTH HEIGHT ASPECT RATIO A/R ADJ FACTOR UNIT SHEAR NAILING STRAP FORCE (FTAO ONLY) DEAD LOAD [PLF] COMPRESSION D+0.6W TENSION 0.6D+0.6W HOLDOWN HARDWARE [SIMPSON STRONG -TIE] COMPRESSION STUDS N-3 FTAO 730 26 8 0.31 1.00 37 SW-6 202 305 2603 -2155 NO HD READ NO HD REQ'D E-3 FTAO 324 15 8 0.53 1.00 45 SW-6 161 110 668 -322 S-3 FTAO 730 26 8 0.31 1.00 56 SW-6 104 305 2604 -2154 NO HD REQ'D W-3 FTAO 324 30 8 0.27 1.00 22 SW-6 101 110 1076 -904 NO HD REQ'D N-2 SEG 2811 26 8 0.31 1.00 108 SW-6 -- 385 3868 -2138 NO HD REQ'D E-2 FTAO 2047 15 8 0.53 1.00 227 SW-6 722 280 2352 -168 NO HD REQ'D S-2 SEG 2811 5.5 8 1.45 1.00 511 SW-3 -- 445 4823 3354 MSTC40 W-2 FTAO 2047 26.5 8 0.30 1.00 231 SW-6 284 280 2844 -1608 NO HD REQ'D N-1 SEG 5185 32.75 8 0.24 1.00 158 SW-6 -- 465 5835 -3302 NO HD REQ'D E-1 SEG 3701 4 8 2.00 1.00 925 2SW-4 -- 450 7942 6862 HDU11 S-1 SEG 5185 9.25 8 0.86 1.00 561 SW-3 -- 525 5941 3027 HDU8 W-1 SEG 3701 26.5 8 0.30 1.00 140 SW-6 -- 420 4456 -2222 NO HD REQ'D C20 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: W-2 Shear Wall Calculation Variables V 2047lbf Opening 1 L2 2.50 ft hJ Ll 4.00 ft h,l[12.75 L3 4.25 ft hbl h_11 7.50 ft Lol Lw,ii 16.25 ft Opening 2 h,2 0.75 ft ho2 1.75 ft hb2 5.00 ft Lo2 2.75 ft Adj. Factor Method = Wall Pier Aspect Ratio P1=ha/L1= 0.44 P2=ha/L2= 0.70 P3=ha/L3= 0.41 2bs/h Adj. Factor N/A N/A N/A Note to Designer: The height of sheathing above or below the openings is less than 1.0 foot. Exercise caution when assuming fixity at corner regions, as assumed in this calculator. 1. Hold-down forces: H = Vh„.,b Lw,ii 945 Ibf 6. Unit shear beside opening 2. Unit shear above + below opening vl = (V/L)(Ll+Tl)/Ll = 179 plf First opening: val = vbl = H/(h,l+hbl) = 164 plf v2 = (V/L)(T2+L2+T3)/L2 = 231 plf Second opening: vat = vb2 = H/(h,2+hb2) = 164 plf v3 = (V/L)(T4+L3)/L3 = 177 plf Check vl*Ll+v2*L2+v3*L3=V? 20471bf OK 3. Total boundary force above + below openings First opening: 01 = vat x (Lo1) = 452 Ibf 7. Resistance to corner forces Second opening: 02 = vat x (Lo2) = 452 Ibf RI = v1*L1= 717 Ibf R2=v2*1_2= 5761bf 4. Corner forces R3 = v3*L3 = 753 Ibf Fl = Ol(Ll)/(Ll+L2) = 278 Ibf F2 = Ol(L2)/(Ll+L2) = 174 Ibf 8. Difference corner force + resistance F3=02(L2)/(L2+L3)= 1671bf R1-F1= 4391bf F4=02(L3)/(L2+L3)= 2841bf R2-F2-F3= 2351bf R3-F4= 4691bf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 1.69 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 1.06 ft vcl = (Rl-Fl)/L1= 110 plf T3 = (L2*Lo2)/(L2+L3) = 1.02 ft vc2 = (R2-F2-F3)/L2 = 94 plf T4 = (L3*Lo2)/(L2+L3) = vnu 1.73 ft vc3 = (R3-F4)/L3 = 110 plf g € 1 H(Ib) .-- H(Ib) heck Summary of Shear Values for Two Openings ine 1: vc1(h,1+hb1)+v1(ho1)=H? 631 314 945 Ibf ine 2: va1(hal+hbl)-vcl(hal+hbl)-vl(hol)=0? 945 631 314 0 ine 3: vc2(h,l+hb1)+v2(hol)-val(hal+hbl)=0? 541 404 945 0 ine 4: va2(ha2+hb2)-v2(ho2)-vc2(ha2+hb2)=0? 945 404 541 0 ine 5: va2(ha2+hb2)-vc3(ha2+hb2)-v3(ho2)=0? 945 635 310 0 ine 6: vc3(h,2+hb2)+v3(ho2) = H? 635 310 945 Ibf Design Summary* Req. Sheathing Capacity 231 plf 4-Term Deflection 3-Term Deflecti, Req. Strap Force 2841bf 4-Term Story Drift % 3-Term Story Drift Req. HD Force 945 Ibf Req. Shear Wall Anchorage Force 126 plf *The Design Summary assumes that the shear wall is designed as blocked. C21 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: E-2 L3(ft) Lol(ft) L2(ft) V (Ib) P x 2 c L. N(ft) Shear Wall Calculation Variables Ll 5.25 ft ha 1.00 L2 3.75 ftl ho 2.75 h..,,7.75 ft hb 4.00 Lwau 14.75 ft Lol 5.75 1. Hold-down forces: H = Vhw,ii/L„„ ii 1076 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 215 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 1237 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 722 lbf F2=01(L2)/(Ll+L2)= 515 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 3.35 ft T2 = (L2*Lol)/(Ll+L2) = 2.40 ft P1=nd L1= 0.52 N/A P2=hJL2= 0.73 N/A 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 227 plf v2 = (V/L)(T2+L2)/L2 = 227 plf Check vl*Ll+v2*L2=V? 20471bf OK 7. Resistance to corner forces R1=v1*L1= 1194 lbf R2=v2*L2= 8531bf 8. Difference corner force + resistance RI-F1= 4731bf R2-F2= 3381bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 90 PH vc2 = (R2-F2)/L2 = 90 PH Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(ho)=H? 450 625 1076 lbf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 1076 450 625 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 1076 450 625 0 Line 4: vc2(h,+hb)+v2(h,)=H? 450 625 1076 lbf Design Summary* Req. Sheathing Capacity Req. Strap Force Req. HD Force (H) Req. Shear Wall Anchorage Force (vm„) 227 plf 4-Term Deflection 3-Term Deflection 4-Term Story Drift % 3-Term Story Drift % 722 Ibf 1076 lbf 139 plf *The Design Summary assumes that the shear wall is designed as blocked. C22 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: W-3 "MI Intfftl Iffftl I-Iffl lifffl Inifftl I Uff1 V (Ib SL4 Ibt, h-11 8.00 ft L-11 30.00 ft S S � is upenmg i hal 1.00ft hol 4.00 ft hbl 3.00 ft Lot 4.00ft Shear Wall Calculation Variables upenmg z hat 1.00 ft hot 4.00 ft hb2 3.00 ft Lot 4.00 ft 1. Hold-down forces: H = Vh-,VL..,, 86 lbf 2. Unit shear above + below opening First opening: val=vbl=H/(hal+hbl)= 22alf Second opening: vat = vb2 = H/(ha2+hb2) = 22 plf Third opening: va3 = vb3 = H/(ha3+hb3) = 22 plf 3. Total boundary force above + below openings First opening: 01= va1 x (Lol) = 86 lbf Second opening: 02 = vat x (Lo2) = 86 lbf Third opening: 03 = va3 x (Lo3) = 130 Ibf 4. Corner forces Fl = Ol(Ll)/(Ll+L2) = 46 lbf F2 = Ol(L2)/(Ll+L2) = 40 lbf F3 = 02(L2)/(L2+L3) = 27 lbf F4 = 02(L3)/(L2+L3) = 59lbf F5 = 03(L3)/(L3+L4) = 101 Ibf F6 = 03(L4)/(L3+L4) = 29 lbf S. Tributary length of openings T1=(Ll*Lol)/(Ll+L2)= 2.14ft T2 = (L2*Lol)/(Ll+L2) = 1.86 ft T3 = (L2*Lo2)/(L2+L3) = 1.27 ft T4 = (L3*Lo2)/(L2+L3) = 2.73 ft T5 = (L3*Lo3)/(L3+L4) = 4.67 ft T6 = (L4*Lo3)/(L3+L4) = 1.33 ft upenmg 9 ha3 1.00 ft ho3 4.00ft hb3 3.00 ft Lo3 6.00 ft Factor method P2=hJL2= 1.23 N/A P3=hJL3= 0.57 N/A P4=hJL4= 2.00 N/A 6. Unit shear beside opening v1= (V/L)(Ll+Tl)/Ll = 17 plf v2 = (V/L)(T2+L2+T3)/L2 = 21 plf v3 = (V/L)(T4+L3+T5)/L3 = 22 plf v4 = (V/L)(T6+L4)/L4 = 18 plf Check vl*Ll+v2*L2+v3*L3+v4*L4=V? 324lbf OK 7. Resistance to corner forces R1=v1*L1= 64lbf R2=v2*L2= 69 lbf R3=v3*L3= 1561bf R4=v4*L4= 36 lbf 8. Difference corner force + resistance RI-F1= 17 lbf 1124243= 11bf 1134445 = -4 lbf R4-F6= 7lbf 9. Unit shear in corner zones vc1 = (RI-Fl)/Ll = 5 plf vc2 = (R2-F2-F3)/L2 = 0 plf vc3 = (R3-F4-F5)/L3 = -1 plf vc4 = (R4-F6)/L4 = 4 plf Project Information Code: 20181BC Date: 4/21/2022 C23 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: W-3 Check Summary of Shear Values for Three Openings Line 1: vcl(h,l+hbl)+vl(h,l)=H? 19 68 86 lbf Line 2:va1(h,1+hb1)-vc1(h,1+hb1)-v1(h,l)=0? 86 19 68 0 Line 3:vc2(h,l+hbl)+v2(h,l)-val(h,l+hbl)=0? 2 85 86 0 Line 4: va2(h,2+hb2)-v2(ho2)-vc2(h,2+hb2)=0? 86 85 2 0 Line 5: va2(ha2+hb2)-vc3(h,2+hb2)-v3(ho2)=0? 86 -2 89 0 Line 6: va3(h,3+hb3)-v3(hp3)-vc3(h,3+hb3)=0? 86 89 -2 0 Line 7: va3(h,3+hb3)-vc4(h,3+hb3)-v4(hp3)=0? 86 14 72 0 Line 8: vc4(ha3+hb3)+v4(ho3)=H? 14 72 86lbf Design Summa Req. Sheathing CapacityM22plf 4-Term DeflectionReq. Strap Force 4-Term Story Drift %Req. HD Force (H)Req. Shear Wall Anchorage Force (vma„) *The Design Summary assumes that the shear wall is designed as blocked. 3-Term Deflection 3-Term Story Drift % C24 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: S-3 L3(ft) Lol(ft) L2(ft) V (Ib) 1.11 8.75 ft L21 14.25 ft hwau 8.00 ft Lwau 26.00 ft P x c L. N(ft) Shear Wall Calculation Variables Opening 1 Adj. Factor Meth haj 1.00 fti Wall Pier Aspect Rat' ho 4.00 ft Pl=h L1= 0.46 hb 3.00 ft P2=hJL2= 0.28 Lol 3.00 ft 1. Hold-down forces: H = Vhwaii/L„,aii 225 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(ha+hb) = 56 pIf 3. Total boundary force above + below openings First opening: Ol=valx(Lol)= 168 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 64 lbf F2=01(L2)/(Ll+L2)= 104 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 1.14 ft T2 = (L2*Lol)/(Ll+L2) = 1.86 ft 6. Unit shear beside opening N/A v1= (V/L)(Ll+T1)/L1 = 32 plf v2 = (V/L)(T2+L2)/L2 = 32 plf Check vl*Ll+v2*L2=V? 7301bf OK 7. Resistance to corner forces R1=v1*L1= 2781bf R2=v2*L2= 4521bf 8. Difference corner force + resistance RI-F1= 214lbf R2-F2= 3481bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 24 plf vc2 = (R2-F2)/L2 = 24 plf Check Summary of Shear Values for One Opening Line 1: vc1(ha+hb)+v1(ho)=H? 98 127 2251bf Line 2: va1(ha+hb)-vc1(ha+hb)-v1(ho)=0? 225 98 127 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(hj=0? 225 98 127 0 Line 4: vc2(ha+hb)+v2(ho)=H? 98 127 2251bf Design Summary* Req. Sheathing Capacity Req. Strap Force Req. HD Force (H) Req. Shear Wall Anchorage Force (vmj 56 plf 4-Term Deflection 3-Term Deflection 4-Term Story Drift % 3-Term Story Drift % 104 Ibf 225 Ibf 28 plf *The Design Summary assumes that the shear wall is designed as blocked. C25 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: E-3 Ll(ft) Lol(ft) L2(ft) V (gib) 2 Shear Wall Calculation Variables Ll 5.25 ft ha 1.00 L21 3.25 ft ho 4.00 h_11 8.00 ft hb 3.00 L_11 14.25 ft Lol 5.75 1. Hold-down forces: H = Vhw,ii/L„„ ii 182 lbf 2. Unit shear above + below opening First opening: val = vbl = H/(h,+hb) = 45 pIf 3. Total boundary force above + below openings First opening: Ol = val x (Lol) = 261 lbf 4. Corner forces Fl = Ol(Ll)/(Ll+L2) = 161 lbf F2 = Ol(L2)/(Ll+L2) = 100 lbf 5. Tributary length of openings Tl = (Ll*Lol)/(Ll+L2) = 3.55 ft T2 = (L2*Lol)/(Ll+L2) = 2.20 ft P1=hp/L1= 0.76 N/A P2=hp/L2= 1.23 N/A 6. Unit shear beside opening vl = (V/L)(Ll+Tl)/Ll = 38 pIf v2 = (V/L)(T2+L2)/L2 = 38 pIf Check vl*Ll+v2*L2=V? 324 lbf OK 7. Resistance to corner forces R1=v1*1_1= 2001bf R2=v2*1_2= 1241bf 8. Difference corner force + resistance R1-F1= 39 lbf R2-F2= 24 lbf 9. Unit shear in corner zones vcl = (Rl-Fl)/Ll = 7 pIf vc2 = (R2-F2)/L2 = 7 pIf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(ho)=H? 29 152 1821bf Line 2: val(h,+hb)-vcl(h,+hb)-vl(h,)=0? 182 29 152 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(h,)=0? 182 29 152 0 Line 4: vc2(h,+hb)+v2(h,)=H? 29 152 1821bf Design Summary* Req. Sheathing Capacity 45 pIf 4-Term Deflection 3-Term Deflection Req. Strap Force 161 Ibf 4-Term Story Drift % 3-Term Story Drift % Req. HD Force (H) 182 Ibf Req. Shear Wall Anchorage Force (vm„) 23 pIf *The Design Summary assumes that the shear wall is designed as blocked. C26 Project Information Code: 20181BC Date: 4/21/2022 Designer: CRW Client: BETHARDS Project: REINKE Wall Line: N-3 Ll(ft) Lol(ft) L2(ft) V 1b. P x 2 c L. N(ft) Shear Wall Calculation Variables Ll 2.00 ft ha 1.00 L2 18.00 ft ho 2.00 h..,,8.00 ft hb 5.00 Lwau 26.00 ft Lol 6.00 1. Hold-down forces: H = Vhw,ii/L„„ ii 225 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 37 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 225 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 22 lbf F2=01(L2)/(Ll+L2)= 202 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 0.60 ft T2 = (L2*Lol)/(Ll+L2) = 5.40 ft P1=nd L1= 1.00 N/A P2=hJL2= 0.11 N/A 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 37 pIf v2 = (V/L)(T2+L2)/L2 = 37 pIf Check vl*Ll+v2*L2=V? 7301bf OK 7. Resistance to corner forces R1=v1*L1= 73 lbf R2=v2*L2= 6571bf 8. Difference corner force + resistance RI-F1= 51 lbf R2-F2= 4551bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 25 plf vc2 = (R2-F2)/L2 = 25 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? 152 73 225 Ibf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 225 152 73 0 Line 3:val(h,+hb)-vc2(h,+hb)-vl(hj=0? 225 152 73 0 Line 4: vc2(h,+hb)+v2(h,)=H? 152 73 225 lbf Design Summary* Req. Sheathing Capacity 37 plf 4-Term Deflection 3-Term Deflection Req. Strap Force 202 lbf 4-Term Story Drift % 3-Term Story Drift Req. HD Force (H) 225 lbf Req. Shear Wall Anchorage Force (v,,,,) 28 plf *The Design Summary assumes that the shear wall is designed as blocked. ITRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Combined Footing DESCRIPTION: South Wall Ftg Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength 2.50 ksi fy : Rebar Yield 60.0 ksi Ec : Concrete Elastic Modulus 3,122.0 ksi Concrete Density 145.0 pcf Phi Values Flexure : 0.90 Shear: 0.750 Soil Information Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250.0 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.30 Dimensions & Reinforcing Project Title: REINKE ADDITION C27 Engineer: CRW Project ID: 22-13 Project Descr: Printed: 20 APR 2022, 9:33PM File: 22-13 - Reinke - Footings.ec6 Software copyright ENERCAI-C, INC. 1983-2020, Build:12.20.8.24 Caitlin Rose Engineering, LLC Anaiysismestgn settings Calculate footing weight as dead load ? Calculate Pedestal weight as dead load ? Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) Min. Overturning Safety Factor Min. Sliding Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth .... Allowable pressure increase per foot when base of footing is below Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) Distance Left of Column #1 = 1.0 ft Pedestal dimensions... Between Columns = 9.0 ft Col #1 Distance Right of Column #2 = 1.0 ft Total Footing Length = 11.0 ft Sq. Dim5.50 . = Height = Footing Width = 2.50 ft Footing Thickness = 18.0 in Rebar Center to Concrete Edge @ Top = 3.0 in Rebar Center to Concrete Edge @ Bottom = 3.0 in Applied Loads Applied @ Left Column D Lr L Axial Load Downward = 0.090 0.360 Moment (+CW) _ Shear(+X) _ Applied @ Right Column Axial Load Downward = 0.090 0.360 Moment (+CW) _ Shear(+X) _ Overburden = Bars left of Col #1 Col #2 Bottom Bars 5.50 in Top Bars in Bars Btwn Cols Bottom Bars Top Bars Bars Right of Col #2 Bottom Bars Top Bars S W Yes No 0.00180 1.0: 1 1.0: 1 ft ksf ft ksf ft 10.0 ksf 1.50 ksf As As Count Size # Provided Req'd 5.0 4 1.0 0.9720 inA2 5.0 4 1.0 0.0 inA2 5.0 4 1.0 0.9720 inA2 5.0 4 1.0 0.9720 inA2 5.0 4 1.0 0.9720 inA2 5.0 4 1.0 0.0 inA2 E H -3.027 k k-ft k 5.941 k k-ft k ? c c ��.. 544 - u> u� 544 544 1- 9'-0" 11'-0" CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: REINKE ADDITION C28 Engineer: CRW Project ID: 22-13 Project Descr: Printed: 20 APR 2022, 9:33PM Combined Footin r17-LL-IJ-R@IIIKC-r=1119b.mo g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: South Wall Ftg DESIGN SUMMARY - • Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.316 Overturning 18.162 k-ft 23.897 k-ft +0.60D+0.60W PASS No Sliding Sliding 0.0 k 1.848 k No Sliding PASS 3.998 Uplift 1.816 k 7.261 k +0.60D+0.60W Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9151 Soil Bearing 1.373 ksf 1.50 ksf +0.60D+0.60W PASS 0.05134 1-way Shear - Col #1 3.851 psi 75.0 psi +0.90D+W PASS 0.03626 1-way Shear - Col #2 2.719 psi 75.0 psi +0.90D+W PASS 0.01287 2-way Punching - Col #1 1.931 psi 150.0 psi +0.90D+W PASS 0.03970 2-way Punching - Col #2 5.955 psi 150.0 psi +0.90D+W PASS 0.002959 Flexure - Left of Col #1 - Top -0.1934 k-ft 65.382 k-ft +1.20D+L+W PASS 0.000564 Flexure - Left of Col #1 - Bottom 0.03687 k-ft 65.382 k-ft +1.20D+1.60L PASS 0.02810 Flexure - Between Cols - Top -1.837 k-ft 65.382 k-ft +1.20D+0.50W PASS 0.09057 Flexure - Between Cols - Bottom 5.921 k-ft 65.382 k-ft +0.90D+W PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k-ft NIA PASS 0.02873 Flexure - Right of Col #2 - Bottom 1.878 k-ft 65.382 k-ft +0.90D+W Soil Bearing Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 6.16 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.149 +D+L 6.88 k 0.000 ft 0.25 ksf 0.25 ksf 1.50 ksf 0.167 +D+0.750L 6.70 k 0.000 ft 0.24 ksf 0.24 ksf 1.50 ksf 0.162 +D+0.60W 7.91 k 3.061 ft 0.00 ksf 0.86 ksf 1.50 ksf 0.576 +D+0.750L+0.450W 8.01 k 2.266 ft 0.00 ksf 0.66 ksf 1.50 ksf 0.440 +0.60D+0.60W 5.45 k 4.447 ft 0.00 ksf 1.37 ksf 1.50 ksf 0.915 +0.60D 3.70 k 0.000 ft 0.13 ksf 0.13 ksf 1.50 ksf 0.090 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W 1.82 69.53 38.285 18.16 37.45 2.062 +D+0.750L+0.450W 1.36 63.59 46.685 13.62 39.53 2.902 +0.60D+0.60W 1.82 55.98 30.822 18.16 23.90 1.316 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 1.85 k 999 +D+L 0.00 k 2.06 k 999 +D+0.750L 0.00 k 2.01 k 999 +D+0.60W 0.00 k 2.37 k 999 +D+0.750L+0.450W 0.00 k 2.40 k 999 +0.60D+0.60W 0.00 k 1.63 k 999 +0.60D 0.00 k 1.11 k 999 Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.028 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.055 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.083 0 0.000 0 0.000 0.000 0.000 +0.601) 0.000 0.110 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.138 0 0.000 0 0.000 0.000 0.000 CAITLIN ROSE Project Title: REINKEADDITION C29 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.60D 0.000 0.165 0 0.000 0 0.000 0.000 0.000 +1.20D+L+W -0.012 0.193 Top 0.972 Min Temp % 1.000 65.382 0.000 +1.20D+L+W -0.016 0.220 Top 0.972 Min Temp % 1.000 65.382 0.000 +1.20D+L+W -0.020 0.248 Top 0.972 Min Temp % 1.000 65.382 0.000 +1.20D+L+W -0.025 0.275 Top 0.972 Min Temp % 1.000 65.382 0.000 +1.20D+L+W -0.030 0.303 Top 0.972 Min Temp % 1.000 65.382 0.000 +1.20D+L+W -0.036 0.330 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.042 0.358 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.048 0.385 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.056 0.413 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.063 0.440 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.071 0.468 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.080 0.495 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.089 0.523 Top 0.972 Min Temp % 1.000 65.382 0.001 +1.20D+L+W -0.099 0.550 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.109 0.578 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.119 0.605 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.131 0.633 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.142 0.660 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.154 0.688 Top 0.972 Min Temp % 1.000 65.382 0.002 +1.20D+L+W -0.167 0.715 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+L+W -0.180 0.743 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+L+W -0.193 0.770 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.206 0.798 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.218 0.825 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.227 0.853 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.234 0.880 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.240 0.908 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.244 0.935 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.246 0.963 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.246 0.990 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.244 1.018 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.241 1.045 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.236 1.073 Top 0.972 Min Temp % 1.000 65.382 0.004 +1.20D+0.50W -0.229 1.100 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.220 1.128 Top 0.972 Min Temp % 1.000 65.382 0.003 +1.20D+0.50W -0.209 1.155 Top 0.972 Min Temp % 1.000 65.382 0.003 +0.90D+W 0.203 1.183 Bottom 0.972 Min Temp % 1.000 65.382 0.003 +0.90D+W 0.262 1.210 Bottom 0.972 Min Temp % 1.000 65.382 0.004 +0.90D+W 0.325 1.238 Bottom 0.972 Min Temp % 1.000 65.382 0.005 +0.90D+W 0.389 1.265 Bottom 0.972 Min Temp % 1.000 65.382 0.006 +0.90D+W 0.453 1.293 Bottom 0.972 Min Temp % 1.000 65.382 0.007 +0.90D+W 0.516 1.320 Bottom 0.972 Min Temp % 1.000 65.382 0.008 +0.90D+W 0.579 1.348 Bottom 0.972 Min Temp % 1.000 65.382 0.009 +0.90D+W 0.642 1.375 Bottom 0.972 Min Temp % 1.000 65.382 0.010 +0.90D+W 0.704 1.403 Bottom 0.972 Min Temp % 1.000 65.382 0.011 +0.90D+W 0.766 1.430 Bottom 0.972 Min Temp % 1.000 65.382 0.012 +0.90D+W 0.828 1.458 Bottom 0.972 Min Temp % 1.000 65.382 0.013 +0.90D+W 0.889 1.485 Bottom 0.972 Min Temp % 1.000 65.382 0.014 +0.90D+W 0.950 1.513 Bottom 0.972 Min Temp % 1.000 65.382 0.015 +0.90D+W 1.011 1.540 Bottom 0.972 Min Temp % 1.000 65.382 0.015 +0.90D+W 1.071 1.568 Bottom 0.972 Min Temp % 1.000 65.382 0.016 +0.90D+W 1.130 1.595 Bottom 0.972 Min Temp % 1.000 65.382 0.017 +0.90D+W 1.190 1.623 Bottom 0.972 Min Temp % 1.000 65.382 0.018 +0.90D+W 1.249 1.650 Bottom 0.972 Min Temp % 1.000 65.382 0.019 +0.90D+W 1.307 1.678 Bottom 0.972 Min Temp % 1.000 65.382 0.020 +0.90D+W 1.366 1.705 Bottom 0.972 Min Temp % 1.000 65.382 0.021 +0.90D+W 1.424 1.733 Bottom 0.972 Min Temp % 1.000 65.382 0.022 +0.90D+W 1.481 1.760 Bottom 0.972 Min Temp % 1.000 65.382 0.023 +0.90D+W 1.538 1.788 Bottom 0.972 Min Temp % 1.000 65.382 0.024 +0.90D+W 1.595 1.815 Bottom 0.972 Min Temp % 1.000 65.382 0.024 +0.90D+W 1.651 1.843 Bottom 0.972 Min Temp % 1.000 65.382 0.025 +0.90D+W 1.707 1.870 Bottom 0.972 Min Temp % 1.000 65.382 0.026 CAITLIN ROSE Project Title: REINKEADDITION C30 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 1.763 1.898 Bottom 0.972 Min Temp % 1.000 65.382 0.027 +0.90D+W 1.818 1.925 Bottom 0.972 Min Temp % 1.000 65.382 0.028 +0.90D+W 1.873 1.953 Bottom 0.972 Min Temp % 1.000 65.382 0.029 +0.90D+W 1.928 1.980 Bottom 0.972 Min Temp % 1.000 65.382 0.029 +0.90D+W 1.982 2.008 Bottom 0.972 Min Temp % 1.000 65.382 0.030 +0.90D+W 2.036 2.035 Bottom 0.972 Min Temp % 1.000 65.382 0.031 +0.90D+W 2.089 2.063 Bottom 0.972 Min Temp % 1.000 65.382 0.032 +0.90D+W 2.142 2.090 Bottom 0.972 Min Temp % 1.000 65.382 0.033 +0.90D+W 2.195 2.118 Bottom 0.972 Min Temp % 1.000 65.382 0.034 +0.90D+W 2.247 2.145 Bottom 0.972 Min Temp % 1.000 65.382 0.034 +0.90D+W 2.299 2.173 Bottom 0.972 Min Temp % 1.000 65.382 0.035 +0.90D+W 2.351 2.200 Bottom 0.972 Min Temp % 1.000 65.382 0.036 +0.90D+W 2.402 2.228 Bottom 0.972 Min Temp % 1.000 65.382 0.037 +0.90D+W 2.453 2.255 Bottom 0.972 Min Temp % 1.000 65.382 0.038 +0.90D+W 2.503 2.283 Bottom 0.972 Min Temp % 1.000 65.382 0.038 +0.90D+W 2.554 2.310 Bottom 0.972 Min Temp % 1.000 65.382 0.039 +0.90D+W 2.603 2.338 Bottom 0.972 Min Temp % 1.000 65.382 0.040 +0.90D+W 2.653 2.365 Bottom 0.972 Min Temp % 1.000 65.382 0.041 +0.90D+W 2.702 2.392 Bottom 0.972 Min Temp % 1.000 65.382 0.041 +0.90D+W 2.750 2.420 Bottom 0.972 Min Temp % 1.000 65.382 0.042 +0.90D+W 2.799 2.447 Bottom 0.972 Min Temp % 1.000 65.382 0.043 +0.90D+W 2.847 2.475 Bottom 0.972 Min Temp % 1.000 65.382 0.044 +0.90D+W 2.894 2.502 Bottom 0.972 Min Temp % 1.000 65.382 0.044 +0.90D+W 2.941 2.530 Bottom 0.972 Min Temp % 1.000 65.382 0.045 +0.90D+W 2.988 2.557 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 3.034 2.585 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 3.080 2.612 Bottom 0.972 Min Temp % 1.000 65.382 0.047 +0.90D+W 3.126 2.640 Bottom 0.972 Min Temp % 1.000 65.382 0.048 +0.90D+W 3.171 2.667 Bottom 0.972 Min Temp % 1.000 65.382 0.049 +0.90D+W 3.216 2.695 Bottom 0.972 Min Temp % 1.000 65.382 0.049 +0.90D+W 3.261 2.722 Bottom 0.972 Min Temp % 1.000 65.382 0.050 +0.90D+W 3.305 2.750 Bottom 0.972 Min Temp % 1.000 65.382 0.051 +0.90D+W 3.349 2.777 Bottom 0.972 Min Temp % 1.000 65.382 0.051 +0.90D+W 3.392 2.805 Bottom 0.972 Min Temp % 1.000 65.382 0.052 +0.90D+W 3.435 2.832 Bottom 0.972 Min Temp % 1.000 65.382 0.053 +0.90D+W 3.478 2.860 Bottom 0.972 Min Temp % 1.000 65.382 0.053 +0.90D+W 3.520 2.887 Bottom 0.972 Min Temp % 1.000 65.382 0.054 +0.90D+W 3.562 2.915 Bottom 0.972 Min Temp % 1.000 65.382 0.054 +0.90D+W 3.604 2.942 Bottom 0.972 Min Temp % 1.000 65.382 0.055 +0.90D+W 3.645 2.970 Bottom 0.972 Min Temp % 1.000 65.382 0.056 +0.90D+W 3.686 2.997 Bottom 0.972 Min Temp % 1.000 65.382 0.056 +0.90D+W 3.727 3.025 Bottom 0.972 Min Temp % 1.000 65.382 0.057 +0.90D+W 3.767 3.052 Bottom 0.972 Min Temp % 1.000 65.382 0.058 +0.90D+W 3.806 3.080 Bottom 0.972 Min Temp % 1.000 65.382 0.058 +0.90D+W 3.846 3.107 Bottom 0.972 Min Temp % 1.000 65.382 0.059 +0.90D+W 3.885 3.135 Bottom 0.972 Min Temp % 1.000 65.382 0.059 +0.90D+W 3.924 3.162 Bottom 0.972 Min Temp % 1.000 65.382 0.060 +0.90D+W 3.962 3.190 Bottom 0.972 Min Temp % 1.000 65.382 0.061 +0.90D+W 4.000 3.217 Bottom 0.972 Min Temp % 1.000 65.382 0.061 +0.90D+W 4.037 3.245 Bottom 0.972 Min Temp % 1.000 65.382 0.062 +0.90D+W 4.074 3.272 Bottom 0.972 Min Temp % 1.000 65.382 0.062 +0.90D+W 4.111 3.300 Bottom 0.972 Min Temp % 1.000 65.382 0.063 +0.90D+W 4.148 3.327 Bottom 0.972 Min Temp % 1.000 65.382 0.063 +0.90D+W 4.184 3.355 Bottom 0.972 Min Temp % 1.000 65.382 0.064 +0.90D+W 4.219 3.382 Bottom 0.972 Min Temp % 1.000 65.382 0.065 +0.90D+W 4.255 3.410 Bottom 0.972 Min Temp % 1.000 65.382 0.065 +0.90D+W 4.290 3.437 Bottom 0.972 Min Temp % 1.000 65.382 0.066 +0.90D+W 4.324 3.465 Bottom 0.972 Min Temp % 1.000 65.382 0.066 +0.90D+W 4.358 3.492 Bottom 0.972 Min Temp % 1.000 65.382 0.067 +0.90D+W 4.392 3.520 Bottom 0.972 Min Temp % 1.000 65.382 0.067 +0.90D+W 4.426 3.547 Bottom 0.972 Min Temp % 1.000 65.382 0.068 +0.90D+W 4.459 3.575 Bottom 0.972 Min Temp % 1.000 65.382 0.068 +0.90D+W 4.491 3.602 Bottom 0.972 Min Temp % 1.000 65.382 0.069 CAITLIN ROSE Project Title: REINKEADDITION C31 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 4.524 3.630 Bottom 0.972 Min Temp % 1.000 65.382 0.069 +0.90D+W 4.556 3.657 Bottom 0.972 Min Temp % 1.000 65.382 0.070 +0.90D+W 4.587 3.685 Bottom 0.972 Min Temp % 1.000 65.382 0.070 +0.90D+W 4.619 3.712 Bottom 0.972 Min Temp % 1.000 65.382 0.071 +0.90D+W 4.649 3.740 Bottom 0.972 Min Temp % 1.000 65.382 0.071 +0.90D+W 4.680 3.767 Bottom 0.972 Min Temp % 1.000 65.382 0.072 +0.90D+W 4.710 3.795 Bottom 0.972 Min Temp % 1.000 65.382 0.072 +0.90D+W 4.740 3.822 Bottom 0.972 Min Temp % 1.000 65.382 0.072 +0.90D+W 4.769 3.850 Bottom 0.972 Min Temp % 1.000 65.382 0.073 +0.90D+W 4.798 3.877 Bottom 0.972 Min Temp % 1.000 65.382 0.073 +0.90D+W 4.827 3.905 Bottom 0.972 Min Temp % 1.000 65.382 0.074 +0.90D+W 4.855 3.932 Bottom 0.972 Min Temp % 1.000 65.382 0.074 +0.90D+W 4.883 3.960 Bottom 0.972 Min Temp % 1.000 65.382 0.075 +0.90D+W 4.911 3.987 Bottom 0.972 Min Temp % 1.000 65.382 0.075 +0.90D+W 4.938 4.015 Bottom 0.972 Min Temp % 1.000 65.382 0.076 +0.90D+W 4.965 4.042 Bottom 0.972 Min Temp % 1.000 65.382 0.076 +0.90D+W 4.991 4.070 Bottom 0.972 Min Temp % 1.000 65.382 0.076 +0.90D+W 5.017 4.097 Bottom 0.972 Min Temp % 1.000 65.382 0.077 +0.90D+W 5.043 4.125 Bottom 0.972 Min Temp % 1.000 65.382 0.077 +0.90D+W 5.068 4.152 Bottom 0.972 Min Temp % 1.000 65.382 0.078 +0.90D+W 5.093 4.180 Bottom 0.972 Min Temp % 1.000 65.382 0.078 +0.90D+W 5.118 4.207 Bottom 0.972 Min Temp % 1.000 65.382 0.078 +0.90D+W 5.142 4.235 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.166 4.262 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.189 4.290 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.212 4.317 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.235 4.345 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.257 4.372 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.279 4.400 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.301 4.427 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.322 4.455 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.343 4.482 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.364 4.510 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.384 4.537 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.403 4.565 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.423 4.592 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.442 4.620 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.461 4.647 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.479 4.675 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.497 4.702 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.514 4.730 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.531 4.757 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.548 4.785 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.565 4.812 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.581 4.840 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.596 4.867 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.612 4.895 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.627 4.922 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.641 4.950 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.655 4.977 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.669 5.005 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.683 5.032 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.696 5.060 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.709 5.087 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.721 5.115 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.733 5.142 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.745 5.170 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.756 5.197 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.767 5.225 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.777 5.252 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.787 5.280 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.797 5.307 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.807 5.335 Bottom 0.972 Min Temp % 1.000 65.382 0.089 CAITLIN ROSE Project Title: REINKEADDITION C32 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 5.816 5.362 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.824 5.390 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.833 5.417 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.841 5.445 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.848 5.472 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.855 5.500 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.862 5.527 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.868 5.555 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.875 5.582 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.880 5.610 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.886 5.637 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.891 5.665 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.895 5.692 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.899 5.720 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.903 5.747 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.907 5.775 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.910 5.802 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.913 5.830 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.915 5.857 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.917 5.885 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.919 5.912 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.920 5.940 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.921 5.967 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.921 5.995 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.921 6.022 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.921 6.050 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.921 6.077 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.920 6.105 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.918 6.132 Bottom 0.972 Min Temp % 1.000 65.382 0.091 +0.90D+W 5.917 6.160 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.915 6.187 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.912 6.215 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.909 6.242 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.906 6.270 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.903 6.297 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.899 6.325 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.894 6.352 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.890 6.380 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.885 6.407 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.879 6.435 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.873 6.462 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.867 6.490 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.861 6.517 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.854 6.545 Bottom 0.972 Min Temp % 1.000 65.382 0.090 +0.90D+W 5.847 6.572 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.839 6.600 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.831 6.627 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.823 6.655 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.814 6.682 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.805 6.710 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.795 6.737 Bottom 0.972 Min Temp % 1.000 65.382 0.089 +0.90D+W 5.786 6.765 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.775 6.792 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.765 6.820 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.754 6.847 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.742 6.875 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.731 6.902 Bottom 0.972 Min Temp % 1.000 65.382 0.088 +0.90D+W 5.719 6.930 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.706 6.957 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.694 6.985 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.680 7.012 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.667 7.040 Bottom 0.972 Min Temp % 1.000 65.382 0.087 +0.90D+W 5.653 7.067 Bottom 0.972 Min Temp % 1.000 65.382 0.086 CAITLIN ROSE Project Title: REINKEADDITION C33 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 5.639 7.095 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.624 7.122 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.609 7.150 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.594 7.177 Bottom 0.972 Min Temp % 1.000 65.382 0.086 +0.90D+W 5.578 7.205 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.562 7.232 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.545 7.260 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.528 7.287 Bottom 0.972 Min Temp % 1.000 65.382 0.085 +0.90D+W 5.511 7.315 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.493 7.342 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.475 7.370 Bottom 0.972 Min Temp % 1.000 65.382 0.084 +0.90D+W 5.457 7.397 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.438 7.425 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.419 7.452 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.400 7.480 Bottom 0.972 Min Temp % 1.000 65.382 0.083 +0.90D+W 5.380 7.507 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.360 7.535 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.339 7.562 Bottom 0.972 Min Temp % 1.000 65.382 0.082 +0.90D+W 5.318 7.590 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.297 7.617 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.275 7.645 Bottom 0.972 Min Temp % 1.000 65.382 0.081 +0.90D+W 5.253 7.672 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.231 7.700 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.208 7.727 Bottom 0.972 Min Temp % 1.000 65.382 0.080 +0.90D+W 5.185 7.755 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.161 7.782 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.137 7.810 Bottom 0.972 Min Temp % 1.000 65.382 0.079 +0.90D+W 5.113 7.837 Bottom 0.972 Min Temp % 1.000 65.382 0.078 +0.90D+W 5.088 7.865 Bottom 0.972 Min Temp % 1.000 65.382 0.078 +0.90D+W 5.063 7.892 Bottom 0.972 Min Temp % 1.000 65.382 0.077 +0.90D+W 5.038 7.920 Bottom 0.972 Min Temp % 1.000 65.382 0.077 +0.90D+W 5.012 7.947 Bottom 0.972 Min Temp % 1.000 65.382 0.077 +0.90D+W 4.986 7.975 Bottom 0.972 Min Temp % 1.000 65.382 0.076 +0.90D+W 4.960 8.002 Bottom 0.972 Min Temp % 1.000 65.382 0.076 +0.90D+W 4.933 8.030 Bottom 0.972 Min Temp % 1.000 65.382 0.075 +0.90D+W 4.906 8.057 Bottom 0.972 Min Temp % 1.000 65.382 0.075 +0.90D+W 4.878 8.085 Bottom 0.972 Min Temp % 1.000 65.382 0.075 +0.90D+W 4.850 8.112 Bottom 0.972 Min Temp % 1.000 65.382 0.074 +0.90D+W 4.822 8.140 Bottom 0.972 Min Temp % 1.000 65.382 0.074 +0.90D+W 4.793 8.167 Bottom 0.972 Min Temp % 1.000 65.382 0.073 +0.90D+W 4.764 8.195 Bottom 0.972 Min Temp % 1.000 65.382 0.073 +0.90D+W 4.734 8.222 Bottom 0.972 Min Temp % 1.000 65.382 0.072 +0.90D+W 4.705 8.250 Bottom 0.972 Min Temp % 1.000 65.382 0.072 +0.90D+W 4.674 8.277 Bottom 0.972 Min Temp % 1.000 65.382 0.071 +0.90D+W 4.644 8.305 Bottom 0.972 Min Temp % 1.000 65.382 0.071 +0.90D+W 4.613 8.332 Bottom 0.972 Min Temp % 1.000 65.382 0.071 +0.90D+W 4.582 8.360 Bottom 0.972 Min Temp % 1.000 65.382 0.070 +0.90D+W 4.550 8.387 Bottom 0.972 Min Temp % 1.000 65.382 0.070 +0.90D+W 4.518 8.415 Bottom 0.972 Min Temp % 1.000 65.382 0.069 +0.90D+W 4.485 8.442 Bottom 0.972 Min Temp % 1.000 65.382 0.069 +0.90D+W 4.453 8.470 Bottom 0.972 Min Temp % 1.000 65.382 0.068 +0.90D+W 4.419 8.497 Bottom 0.972 Min Temp % 1.000 65.382 0.068 +0.90D+W 4.386 8.525 Bottom 0.972 Min Temp % 1.000 65.382 0.067 +0.90D+W 4.352 8.552 Bottom 0.972 Min Temp % 1.000 65.382 0.067 +0.90D+W 4.318 8.580 Bottom 0.972 Min Temp % 1.000 65.382 0.066 +0.90D+W 4.283 8.607 Bottom 0.972 Min Temp % 1.000 65.382 0.066 +0.90D+W 4.248 8.635 Bottom 0.972 Min Temp % 1.000 65.382 0.065 +0.90D+W 4.213 8.662 Bottom 0.972 Min Temp % 1.000 65.382 0.064 +0.90D+W 4.177 8.690 Bottom 0.972 Min Temp % 1.000 65.382 0.064 +0.90D+W 4.141 8.717 Bottom 0.972 Min Temp % 1.000 65.382 0.063 +0.90D+W 4.104 8.745 Bottom 0.972 Min Temp % 1.000 65.382 0.063 +0.90D+W 4.067 8.772 Bottom 0.972 Min Temp % 1.000 65.382 0.062 +0.90D+W 4.030 8.800 Bottom 0.972 Min Temp % 1.000 65.382 0.062 CAITLIN ROSE Project Title: REINKEADDITION C34 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:33PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 3.993 8.827 Bottom 0.972 Min Temp % 1.000 65.382 0.061 +0.90D+W 3.955 8.855 Bottom 0.972 Min Temp % 1.000 65.382 0.060 +0.90D+W 3.917 8.882 Bottom 0.972 Min Temp % 1.000 65.382 0.060 +0.90D+W 3.878 8.910 Bottom 0.972 Min Temp % 1.000 65.382 0.059 +0.90D+W 3.840 8.937 Bottom 0.972 Min Temp % 1.000 65.382 0.059 +0.90D+W 3.801 8.965 Bottom 0.972 Min Temp % 1.000 65.382 0.058 +0.90D+W 3.763 8.992 Bottom 0.972 Min Temp % 1.000 65.382 0.058 +0.90D+W 3.724 9.020 Bottom 0.972 Min Temp % 1.000 65.382 0.057 +0.90D+W 3.686 9.047 Bottom 0.972 Min Temp % 1.000 65.382 0.056 +0.90D+W 3.648 9.075 Bottom 0.972 Min Temp % 1.000 65.382 0.056 +0.90D+W 3.611 9.102 Bottom 0.972 Min Temp % 1.000 65.382 0.055 +0.90D+W 3.574 9.130 Bottom 0.972 Min Temp % 1.000 65.382 0.055 +0.90D+W 3.537 9.157 Bottom 0.972 Min Temp % 1.000 65.382 0.054 +0.90D+W 3.501 9.185 Bottom 0.972 Min Temp % 1.000 65.382 0.054 +0.90D+W 3.465 9.212 Bottom 0.972 Min Temp % 1.000 65.382 0.053 +0.90D+W 3.430 9.240 Bottom 0.972 Min Temp % 1.000 65.382 0.052 +0.90D+W 3.396 9.267 Bottom 0.972 Min Temp % 1.000 65.382 0.052 +0.90D+W 3.363 9.295 Bottom 0.972 Min Temp % 1.000 65.382 0.051 +0.90D+W 3.331 9.322 Bottom 0.972 Min Temp % 1.000 65.382 0.051 +0.90D+W 3.300 9.350 Bottom 0.972 Min Temp % 1.000 65.382 0.050 +0.90D+W 3.269 9.377 Bottom 0.972 Min Temp % 1.000 65.382 0.050 +0.90D+W 3.240 9.405 Bottom 0.972 Min Temp % 1.000 65.382 0.050 +0.90D+W 3.212 9.432 Bottom 0.972 Min Temp % 1.000 65.382 0.049 +0.90D+W 3.186 9.460 Bottom 0.972 Min Temp % 1.000 65.382 0.049 +0.90D+W 3.161 9.487 Bottom 0.972 Min Temp % 1.000 65.382 0.048 +0.90D+W 3.137 9.515 Bottom 0.972 Min Temp % 1.000 65.382 0.048 +0.90D+W 3.115 9.542 Bottom 0.972 Min Temp % 1.000 65.382 0.048 +0.90D+W 3.094 9.570 Bottom 0.972 Min Temp % 1.000 65.382 0.047 +0.90D+W 3.075 9.597 Bottom 0.972 Min Temp % 1.000 65.382 0.047 +0.90D+W 3.058 9.625 Bottom 0.972 Min Temp % 1.000 65.382 0.047 +0.90D+W 3.042 9.652 Bottom 0.972 Min Temp % 1.000 65.382 0.047 +0.90D+W 3.029 9.680 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 3.017 9.707 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 3.007 9.735 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 3.000 9.762 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 2.992 9.790 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 2.977 9.817 Bottom 0.972 Min Temp % 1.000 65.382 0.046 +0.90D+W 2.954 9.845 Bottom 0.972 Min Temp % 1.000 65.382 0.045 +0.90D+W 2.924 9.872 Bottom 0.972 Min Temp % 1.000 65.382 0.045 +0.90D+W 2.886 9.900 Bottom 0.972 Min Temp % 1.000 65.382 0.044 +0.90D+W 2.841 9.927 Bottom 0.972 Min Temp % 1.000 65.382 0.043 +0.90D+W 2.789 9.955 Bottom 0.972 Min Temp % 1.000 65.382 0.043 +0.90D+W 2.729 9.982 Bottom 0.972 Min Temp % 1.000 65.382 0.042 +0.90D+W 2.663 10.010 Bottom 0.972 Min Temp % 1.000 65.382 0.041 +0.90D+W 2.589 10.038 Bottom 0.972 Min Temp % 1.000 65.382 0.040 +0.90D+W 2.508 10.065 Bottom 0.972 Min Temp % 1.000 65.382 0.038 +0.90D+W 2.420 10.093 Bottom 0.972 Min Temp % 1.000 65.382 0.037 +0.90D+W 2.325 10.120 Bottom 0.972 Min Temp % 1.000 65.382 0.036 +0.90D+W 2.223 10.148 Bottom 0.972 Min Temp % 1.000 65.382 0.034 +0.90D+W 2.115 10.175 Bottom 0.972 Min Temp % 1.000 65.382 0.032 +0.90D+W 2.000 10.203 Bottom 0.972 Min Temp % 1.000 65.382 0.031 +0.90D+W 1.878 10.230 Bottom 0.972 Min Temp % 1.000 65.382 0.029 +0.90D+W 1.756 10.258 Bottom 0.972 Min Temp % 1.000 65.382 0.027 +0.90D+W 1.636 10.285 Bottom 0.972 Min Temp % 1.000 65.382 0.025 +0.90D+W 1.520 10.313 Bottom 0.972 Min Temp % 1.000 65.382 0.023 +0.90D+W 1.408 10.340 Bottom 0.972 Min Temp % 1.000 65.382 0.022 +0.90D+W 1.300 10.368 Bottom 0.972 Min Temp % 1.000 65.382 0.020 +0.90D+W 1.195 10.395 Bottom 0.972 Min Temp % 1.000 65.382 0.018 +0.90D+W 1.094 10.423 Bottom 0.972 Min Temp % 1.000 65.382 0.017 +0.90D+W 0.998 10.450 Bottom 0.972 Min Temp % 1.000 65.382 0.015 +0.90D+W 0.905 10.478 Bottom 0.972 Min Temp % 1.000 65.382 0.014 +0.90D+W 0.816 10.505 Bottom 0.972 Min Temp % 1.000 65.382 0.012 +0.90D+W 0.731 10.533 Bottom 0.972 Min Temp % 1.000 65.382 0.011 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: REINKE ADDITION Engineer: CRW Project ID: 22-13 Project Descr: C35 Printed: 20 APR 2022, 9:33PM Combined Footing g File: 22-13- Reinke -Footings.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 i.i DESCRIPTION: South Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhilMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.90D+W 0.651 10.560 Bottom 0.972 Min Temp % 1.000 65.382 0.010 +0.90D+W 0.575 10.588 Bottom 0.972 Min Temp % 1.000 65.382 0.009 +0.90D+W 0.503 10.615 Bottom 0.972 Min Temp % 1.000 65.382 0.008 +0.90D+W 0.436 10.643 Bottom 0.972 Min Temp % 1.000 65.382 0.007 +0.90D+W 0.373 10.670 Bottom 0.972 Min Temp % 1.000 65.382 0.006 +0.90D+W 0.315 10.698 Bottom 0.972 Min Temp % 1.000 65.382 0.005 +0.90D+W 0.262 10.725 Bottom 0.972 Min Temp % 1.000 65.382 0.004 +0.90D+W 0.213 10.753 Bottom 0.972 Min Temp % 1.000 65.382 0,003 +0.90D+W 0.169 10.780 Bottom 0.972 Min Temp % 1.000 65.382 0.003 +0.90D+W 0.130 10.808 Bottom 0.972 Min Temp % 1.000 65.382 0.002 +0.90D+W 0.096 10.835 Bottom 0.972 Min Temp % 1.000 65.382 0.001 +0.90D+W 0.067 10.863 Bottom 0.972 Min Temp % 1.000 65.382 0.001 +0.90D+W 0.043 10.890 Bottom 0.972 Min Temp % 1.000 65.382 0.001 +0.90D+W 0.024 10.918 Bottom 0.972 Min Temp % 1.000 65.382 0.000 +0.90D+W 0.011 10.945 Bottom 0.972 Min Temp % 1.000 65.382 0.000 +0.90D+W 0.000 10.973 0 0.000 0 0.000 0.000 0.000 +0.90D+W 0.000 11.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 75.00 psi 0.16 psi 0.16 psi 150.00 psi 0.08psi 0.08 psi +1.20D+1.60L 75.00 psi 0.84 psi 0.84 psi 150.00 psi 0.44psi 0.44 psi +1.20D+L 75.00 psi 0.58 psi 0.58 psi 150.00 psi 0.30psi 0.30 psi +1.20D+0.50W 75.00 psi 0.20 psi 1.65 psi 150.00 psi 0.54psi 2.09 psi +1.20D+L+W 75.00 psi 2.09 psi 0.79 psi 150.00 psi 1.46psi 4.58 psi +0.90D+W 75.00 psi 3.85 psi 2.72 psi 150.00 psi 1.93psi 5.95 psi +0.90D 75.00 psi 0.10 psi 0.10 psi 150.00 psi 0.05psi 0.05 psi ITRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Combined Footing DESCRIPTION: East Wall Ftg Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength 2.50 ksi fy : Rebar Yield 60.0 ksi Ec : Concrete Elastic Modulus 3,122.0 ksi Concrete Density 145.0 pcf Phi Values Flexure : 0.90 Shear: 0.750 Soil Information Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250.0 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil/Concrete Friction 0.30 Dimensions & Reinforcing Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = Total Footing Length = Footing Width = Footing Thickness = Rebar Center to Concrete Edge @ Top Rebar Center to Concrete Edge @ Bottom Applied Loads Applied @ Left Column Axial Load Downward = Moment (+CW) _ Shear (+X) _ Applied @ Right Column Axial Load Downward = Moment (+CW) _ Shear (+X) _ Overburden = 644 - 644 644 Project Title: REINKE ADDITION C36 Engineer: CRW Project ID: 22-13 Project Descr: Printed: 20 APR 2022, 9:18PM File: 22-13 - Reinke - Footings.ec6 Software copyright ENERCAI-C, INC. 1983-2020, Build:12.20.8.24 Caitlin Rose Engineering, LLC Analysis/Design Settings Calculate footing weight as dead load ? Yes Calculate Pedestal weight as dead load ? No Min Steel % Bending Reinf (based on'd') Min Allow % Temp Reinf (based on thick) 0.00180 Min. Overturning Safety Factor 1.0: 1 Min. Sliding Safety Factor 1.0: 1 Soil Bearing Increase Footing base depth below soil surface ft Increases based on footing Depth .... Allowable pressure increase per foot ksf when base of footing is below ft Increases based on footing Width ... Allowable pressure increase per foot when maximum length or width is greater than ksf ft Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) 3.Oft 4.0 ft Pedestal dimensions... Bars left of Col #1 Count Size # As Provided As Req'd 3.0 ft Col #1 Col #2 Bottom Bars 6.0 4 1.20 1.166 inA2 10.0 ft Sq. Dim. = 5.50 5.50 in Top Bars 6.0 4 1.20 0.0 inA2 Height = in Bars Btwn Cols 3.0 ft Bottom Bars 6.0 4 1.20 1.166 inA2 18.0 in Top Bars 6.0 4 1.20 1.166 inA2 Bars Right of Col #2 = 3.0 in Bottom Bars 6.0 4 1.20 1.166 inA2 = 3.0 in Top Bars 6.0 4 1.20 0.0 inA2 D Lr L S W E H 0.090 0.360 -6.862 k k-ft k 0.090 0.360 6.862 k k-ft k 6#4 o tv 10'-o" CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: REINKE ADDITION C37 Engineer: CRW Project ID: 22-13 Project Descr: Printed: 20 APR 2022, 9:18PM Combined Footingrue. cc- rrteuuce- ruowrys.mo Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: East Wall Ftg DESIGN SUMMARY - • Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.127 Overturning 28.820 k-ft 32.467 k-ft +0.60D+0.60W PASS No Sliding Sliding 0.0 k 2.012 k No Sliding PASS 1.977 Uplift 4.117 k 8.140 k +0.60D+0.60W Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.6546 Soil Bearing 0.9819 ksf 1.50 ksf +0.60D+0.60W PASS 0.1025 1-way Shear - Col #1 7.686 psi 75.0 psi +0.90D+W PASS 0.1269 1-way Shear - Col #2 9.521 psi 75.0 psi +0.90D+W PASS 0.03366 2-way Punching - Col #1 5.049 psi 150.0 psi +0.90D+W PASS 0.03818 2-way Punching - Col #2 5.727 psi 150.0 psi +1.20D+L+W PASS 0.03774 Flexure - Left of Col #1 - Top -2.961 k-ft 78.459 k-ft +1.20D+L+W PASS 0.006593 Flexure - Left of Col #1 - Bottom 0.5173 k-ft 78.459 k-ft +1.20D+1.60L PASS 0.03233 Flexure - Between Cols - Top -2.537 k-ft 78.459 k-ft +1.20D+L+W PASS 0.1536 Flexure - Between Cols - Bottom 12.050 k-ft 78.459 k-ft +0.90D+W PASS No Bending Flexure - Right of Col #2 - Top 0.0 k-ft 0.0 k-ft NIA PASS 0.1485 Flexure - Right of Col #2 - Bottom 11.650 k-ft 78.459 k-ft +0.90D+W Soil Bearing Eccentricity Actual Soil Bearing Stress Actual 1 Allow Load Combination... Total Bearing from Ftg CL @ Left Edge @ Right Edge Allowable Ratio D Only 6.71 k 0.000 ft 0.22 ksf 0.22 ksf 1.50 ksf 0.149 +D+L 7.43 k 0.000 ft 0.25 ksf 0.25 ksf 1.50 ksf 0.165 +D+0.750L 7.25 k 0.000 ft 0.24 ksf 0.24 ksf 1.50 ksf 0.161 +D+0.60W 6.71 k 2.456 ft 0.00 ksf 0.58 ksf 1.50 ksf 0.390 +D+0.750L+0.450W 7.25 k 1.705 ft 0.00 ksf 0.49 ksf 1.50 ksf 0.325 +0.60D+0.60W 4.02 k 4.094 ft 0.00 ksf 0.98 ksf 1.50 ksf 0.655 +0.60D 4.02 k 0.000 ft 0.13 ksf 0.13 ksf 1.50 ksf 0.089 Overturning Stability Moments about Left Edge k-ft Moments about Right Edge k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750L 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.60W 12.35 62.35 5.048 28.82 45.88 1.592 +D+0.750L+0.450W 9.26 57.84 6.244 21.62 45.49 2.104 +0.60D+0.60W 12.35 48.94 3.962 28.82 32.47 1.127 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Sliding Stability Load Combination... Sliding Force Resisting Force Sliding SafetyRatio D Only 0.00 k 2.01 k 999 +D+L 0.00 k 2.23 k 999 +D+0.750L 0.00 k 2.17 k 999 +D+0.60W 0.00 k 2.01 k 999 +D+0.750L+0.450W 0.00 k 2.17 k 999 +0.60D+0.60W 0.00 k 1.21 k 999 +0.60D 0.00 k 1.21 k 999 Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.60D 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.025 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.050 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.075 0 0.000 0 0.000 0.000 0.000 +0.601) 0.000 0.100 0 0.000 0 0.000 0.000 0.000 +0.60D 0.000 0.125 0 0.000 0 0.000 0.000 0.000 CAITLIN ROSE Project Title: REINKEADDITION C38 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.60D 0.000 0.150 0 0.000 0 0.000 0.000 0.000 +1.20D+L+W -0.012 0.175 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.016 0.200 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.020 0.225 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.024 0.250 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.030 0.275 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.035 0.300 Top 1.166 Min Temp % 1.200 78.459 0.000 +1.20D+L+W -0.041 0.325 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.048 0.350 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.055 0.375 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.063 0.400 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.071 0.425 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.079 0.450 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.088 0.475 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.098 0.500 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.108 0.525 Top 1.166 Min Temp % 1.200 78.459 0.001 +1.20D+L+W -0.118 0.550 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.129 0.575 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.141 0.600 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.153 0.625 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.165 0.650 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.178 0.675 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.192 0.700 Top 1.166 Min Temp % 1.200 78.459 0.002 +1.20D+L+W -0.206 0.725 Top 1.166 Min Temp % 1.200 78.459 0.003 +1.20D+L+W -0.220 0.750 Top 1.166 Min Temp % 1.200 78.459 0.003 +1.20D+L+W -0.235 0.775 Top 1.166 Min Temp % 1.200 78.459 0.003 +1.20D+L+W -0.251 0.800 Top 1.166 Min Temp % 1.200 78.459 0.003 +1.20D+L+W -0.266 0.825 Top 1.166 Min Temp % 1.200 78.459 0.003 +1.20D+L+W -0.283 0.850 Top 1.166 Min Temp % 1.200 78.459 0.004 +1.20D+L+W -0.300 0.875 Top 1.166 Min Temp % 1.200 78.459 0.004 +1.20D+L+W -0.317 0.900 Top 1.166 Min Temp % 1.200 78.459 0.004 +1.20D+L+W -0.335 0.925 Top 1.166 Min Temp % 1.200 78.459 0.004 +1.20D+L+W -0.353 0.950 Top 1.166 Min Temp % 1.200 78.459 0.005 +1.20D+L+W -0.372 0.975 Top 1.166 Min Temp % 1.200 78.459 0.005 +1.20D+L+W -0.392 1.000 Top 1.166 Min Temp % 1.200 78.459 0.005 +1.20D+L+W -0.411 1.025 Top 1.166 Min Temp % 1.200 78.459 0.005 +1.20D+L+W -0.432 1.050 Top 1.166 Min Temp % 1.200 78.459 0.006 +1.20D+L+W -0.452 1.075 Top 1.166 Min Temp % 1.200 78.459 0.006 +1.20D+L+W -0.474 1.100 Top 1.166 Min Temp % 1.200 78.459 0.006 +1.20D+L+W -0.496 1.125 Top 1.166 Min Temp % 1.200 78.459 0.006 +1.20D+L+W -0.518 1.150 Top 1.166 Min Temp % 1.200 78.459 0.007 +1.20D+L+W -0.541 1.175 Top 1.166 Min Temp % 1.200 78.459 0.007 +1.20D+L+W -0.564 1.200 Top 1.166 Min Temp % 1.200 78.459 0.007 +1.20D+L+W -0.588 1.225 Top 1.166 Min Temp % 1.200 78.459 0.007 +1.20D+L+W -0.612 1.250 Top 1.166 Min Temp % 1.200 78.459 0.008 +1.20D+L+W -0.636 1.275 Top 1.166 Min Temp % 1.200 78.459 0.008 +1.20D+L+W -0.662 1.300 Top 1.166 Min Temp % 1.200 78.459 0.008 +1.20D+L+W -0.687 1.325 Top 1.166 Min Temp % 1.200 78.459 0.009 +1.20D+L+W -0.714 1.350 Top 1.166 Min Temp % 1.200 78.459 0.009 +1.20D+L+W -0.740 1.375 Top 1.166 Min Temp % 1.200 78.459 0.009 +1.20D+L+W -0.767 1.400 Top 1.166 Min Temp % 1.200 78.459 0.010 +1.20D+L+W -0.795 1.425 Top 1.166 Min Temp % 1.200 78.459 0.010 +1.20D+L+W -0.823 1.450 Top 1.166 Min Temp % 1.200 78.459 0.010 +1.20D+L+W -0.852 1.475 Top 1.166 Min Temp % 1.200 78.459 0.011 +1.20D+L+W -0.881 1.500 Top 1.166 Min Temp % 1.200 78.459 0.011 +1.20D+L+W -0.910 1.525 Top 1.166 Min Temp % 1.200 78.459 0.012 +1.20D+L+W -0.941 1.550 Top 1.166 Min Temp % 1.200 78.459 0.012 +1.20D+L+W -0.971 1.575 Top 1.166 Min Temp % 1.200 78.459 0.012 +1.20D+L+W -1.002 1.600 Top 1.166 Min Temp % 1.200 78.459 0.013 +1.20D+L+W -1.034 1.625 Top 1.166 Min Temp % 1.200 78.459 0.013 +1.20D+L+W -1.066 1.650 Top 1.166 Min Temp % 1.200 78.459 0.014 +1.20D+L+W -1.098 1.675 Top 1.166 Min Temp % 1.200 78.459 0.014 +1.20D+L+W -1.131 1.700 Top 1.166 Min Temp % 1.200 78.459 0.014 CAITLIN ROSE Project Title: REINKEADDITION C39 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +1.20D+L+W -1.165 1.725 Top 1.166 Min Temp % 1.200 78.459 0.015 +1.20D+L+W -1.199 1.750 Top 1.166 Min Temp % 1.200 78.459 0.015 +1.20D+L+W -1.233 1.775 Top 1.166 Min Temp % 1.200 78.459 0.016 +1.20D+L+W -1.268 1.800 Top 1.166 Min Temp % 1.200 78.459 0.016 +1.20D+L+W -1.304 1.825 Top 1.166 Min Temp % 1.200 78.459 0.017 +1.20D+L+W -1.340 1.850 Top 1.166 Min Temp % 1.200 78.459 0.017 +1.20D+L+W -1.376 1.875 Top 1.166 Min Temp % 1.200 78.459 0.018 +1.20D+L+W -1.413 1.900 Top 1.166 Min Temp % 1.200 78.459 0.018 +1.20D+L+W -1.451 1.925 Top 1.166 Min Temp % 1.200 78.459 0.018 +1.20D+L+W -1.489 1.950 Top 1.166 Min Temp % 1.200 78.459 0.019 +1.20D+L+W -1.527 1.975 Top 1.166 Min Temp % 1.200 78.459 0.019 +1.20D+L+W -1.566 2.000 Top 1.166 Min Temp % 1.200 78.459 0.020 +1.20D+L+W -1.605 2.025 Top 1.166 Min Temp % 1.200 78.459 0.020 +1.20D+L+W -1.645 2.050 Top 1.166 Min Temp % 1.200 78.459 0.021 +1.20D+L+W -1.686 2.075 Top 1.166 Min Temp % 1.200 78.459 0.021 +1.20D+L+W -1.727 2.100 Top 1.166 Min Temp % 1.200 78.459 0.022 +1.20D+L+W -1.768 2.125 Top 1.166 Min Temp % 1.200 78.459 0.023 +1.20D+L+W -1.810 2.150 Top 1.166 Min Temp % 1.200 78.459 0.023 +1.20D+L+W -1.852 2.175 Top 1.166 Min Temp % 1.200 78.459 0.024 +1.20D+L+W -1.895 2.200 Top 1.166 Min Temp % 1.200 78.459 0.024 +1.20D+L+W -1.938 2.225 Top 1.166 Min Temp % 1.200 78.459 0.025 +1.20D+L+W -1.982 2.250 Top 1.166 Min Temp % 1.200 78.459 0.025 +1.20D+L+W -2.026 2.275 Top 1.166 Min Temp % 1.200 78.459 0.026 +1.20D+L+W -2.071 2.300 Top 1.166 Min Temp % 1.200 78.459 0.026 +1.20D+L+W -2.116 2.325 Top 1.166 Min Temp % 1.200 78.459 0.027 +1.20D+L+W -2.162 2.350 Top 1.166 Min Temp % 1.200 78.459 0.028 +1.20D+L+W -2.208 2.375 Top 1.166 Min Temp % 1.200 78.459 0.028 +1.20D+L+W -2.255 2.400 Top 1.166 Min Temp % 1.200 78.459 0.029 +1.20D+L+W -2.302 2.425 Top 1.166 Min Temp % 1.200 78.459 0.029 +1.20D+L+W -2.350 2.450 Top 1.166 Min Temp % 1.200 78.459 0.030 +1.20D+L+W -2.398 2.475 Top 1.166 Min Temp % 1.200 78.459 0.031 +1.20D+L+W -2.447 2.500 Top 1.166 Min Temp % 1.200 78.459 0.031 +1.20D+L+W -2.496 2.525 Top 1.166 Min Temp % 1.200 78.459 0.032 +1.20D+L+W -2.546 2.550 Top 1.166 Min Temp % 1.200 78.459 0.032 +1.20D+L+W -2.596 2.575 Top 1.166 Min Temp % 1.200 78.459 0.033 +1.20D+L+W -2.647 2.600 Top 1.166 Min Temp % 1.200 78.459 0.034 +1.20D+L+W -2.698 2.625 Top 1.166 Min Temp % 1.200 78.459 0.034 +1.20D+L+W -2.749 2.650 Top 1.166 Min Temp % 1.200 78.459 0.035 +1.20D+L+W -2.801 2.675 Top 1.166 Min Temp % 1.200 78.459 0.036 +1.20D+L+W -2.854 2.700 Top 1.166 Min Temp % 1.200 78.459 0.036 +1.20D+L+W -2.907 2.725 Top 1.166 Min Temp % 1.200 78.459 0.037 +1.20D+L+W -2.961 2.750 Top 1.166 Min Temp % 1.200 78.459 0.038 +1.20D+L+W -3.015 2.775 Top 1.166 Min Temp % 1.200 78.459 0.038 +1.20D+L+W -3.063 2.800 Top 1.166 Min Temp % 1.200 78.459 0.039 +1.20D+L+W -3.104 2.825 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.136 2.850 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.160 2.875 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.176 2.900 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.184 2.925 Top 1.166 Min Temp % 1.200 78.459 0.041 +1.20D+L+W -3.183 2.950 Top 1.166 Min Temp % 1.200 78.459 0.041 +1.20D+L+W -3.174 2.975 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.157 3.000 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.132 3.025 Top 1.166 Min Temp % 1.200 78.459 0.040 +1.20D+L+W -3.098 3.050 Top 1.166 Min Temp % 1.200 78.459 0.039 +1.20D+L+W -3.057 3.075 Top 1.166 Min Temp % 1.200 78.459 0.039 +1.20D+L+W -3.007 3.100 Top 1.166 Min Temp % 1.200 78.459 0.038 +1.20D+L+W -2.948 3.125 Top 1.166 Min Temp % 1.200 78.459 0.038 +1.20D+L+W -2.882 3.150 Top 1.166 Min Temp % 1.200 78.459 0.037 +1.20D+L+W -2.807 3.175 Top 1.166 Min Temp % 1.200 78.459 0.036 +1.20D+L+W -2.724 3.200 Top 1.166 Min Temp % 1.200 78.459 0.035 +1.20D+L+W -2.633 3.225 Top 1.166 Min Temp % 1.200 78.459 0.034 +1.20D+L+W -2.537 3.250 Top 1.166 Min Temp % 1.200 78.459 0.032 +1.20D+L+W -2.441 3.275 Top 1.166 Min Temp % 1.200 78.459 0.031 CAITLIN ROSE Project Title: REINKEADDITION C40 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +1.20D+0.50W -2.381 3.300 Top 1.166 Min Temp % 1.200 78.459 0.030 +1.20D+0.50W -2.342 3.325 Top 1.166 Min Temp % 1.200 78.459 0.030 +1.20D+0.50W -2.303 3.350 Top 1.166 Min Temp % 1.200 78.459 0.029 +1.20D+0.50W -2.264 3.375 Top 1.166 Min Temp % 1.200 78.459 0.029 +1.20D+0.50W -2.225 3.400 Top 1.166 Min Temp % 1.200 78.459 0.028 +1.20D+0.50W -2.186 3.425 Top 1.166 Min Temp % 1.200 78.459 0.028 +1.20D+0.50W -2.148 3.450 Top 1.166 Min Temp % 1.200 78.459 0.027 +1.20D+0.50W -2.110 3.475 Top 1.166 Min Temp % 1.200 78.459 0.027 +1.20D+0.50W -2.071 3.500 Top 1.166 Min Temp % 1.200 78.459 0.026 +1.20D+0.50W -2.033 3.525 Top 1.166 Min Temp % 1.200 78.459 0.026 +1.20D+0.50W -1.995 3.550 Top 1.166 Min Temp % 1.200 78.459 0.025 +1.20D+0.50W -1.958 3.575 Top 1.166 Min Temp % 1.200 78.459 0.025 +1.20D+0.50W -1.920 3.600 Top 1.166 Min Temp % 1.200 78.459 0.024 +1.20D+0.50W -1.882 3.625 Top 1.166 Min Temp % 1.200 78.459 0.024 +1.20D+0.50W -1.845 3.650 Top 1.166 Min Temp % 1.200 78.459 0.024 +1.20D+0.50W -1.808 3.675 Top 1.166 Min Temp % 1.200 78.459 0.023 +1.20D+0.50W -1.771 3.700 Top 1.166 Min Temp % 1.200 78.459 0.023 +1.20D+0.50W -1.734 3.725 Top 1.166 Min Temp % 1.200 78.459 0.022 +1.20D+0.50W -1.697 3.750 Top 1.166 Min Temp % 1.200 78.459 0.022 +1.20D+0.50W -1.660 3.775 Top 1.166 Min Temp % 1.200 78.459 0.021 +1.20D+0.50W -1.623 3.800 Top 1.166 Min Temp % 1.200 78.459 0.021 +1.20D+0.50W -1.587 3.825 Top 1.166 Min Temp % 1.200 78.459 0.020 +1.20D+0.50W -1.550 3.850 Top 1.166 Min Temp % 1.200 78.459 0.020 +0.90D+W 1.524 3.875 Bottom 1.166 Min Temp % 1.200 78.459 0.019 +0.90D+W 1.637 3.900 Bottom 1.166 Min Temp % 1.200 78.459 0.021 +0.90D+W 1.749 3.925 Bottom 1.166 Min Temp % 1.200 78.459 0.022 +0.90D+W 1.861 3.950 Bottom 1.166 Min Temp % 1.200 78.459 0.024 +0.90D+W 1.972 3.975 Bottom 1.166 Min Temp % 1.200 78.459 0.025 +0.90D+W 2.083 4.000 Bottom 1.166 Min Temp % 1.200 78.459 0.027 +0.90D+W 2.193 4.025 Bottom 1.166 Min Temp % 1.200 78.459 0.028 +0.90D+W 2.304 4.050 Bottom 1.166 Min Temp % 1.200 78.459 0.029 +0.90D+W 2.414 4.075 Bottom 1.166 Min Temp % 1.200 78.459 0.031 +0.90D+W 2.523 4.100 Bottom 1.166 Min Temp % 1.200 78.459 0.032 +0.90D+W 2.632 4.125 Bottom 1.166 Min Temp % 1.200 78.459 0.034 +0.90D+W 2.741 4.150 Bottom 1.166 Min Temp % 1.200 78.459 0.035 +0.90D+W 2.849 4.175 Bottom 1.166 Min Temp % 1.200 78.459 0.036 +0.90D+W 2.957 4.200 Bottom 1.166 Min Temp % 1.200 78.459 0.038 +0.90D+W 3.065 4.225 Bottom 1.166 Min Temp % 1.200 78.459 0.039 +0.90D+W 3.172 4.250 Bottom 1.166 Min Temp % 1.200 78.459 0.040 +0.90D+W 3.279 4.275 Bottom 1.166 Min Temp % 1.200 78.459 0.042 +0.90D+W 3.386 4.300 Bottom 1.166 Min Temp % 1.200 78.459 0.043 +0.90D+W 3.492 4.325 Bottom 1.166 Min Temp % 1.200 78.459 0.045 +0.90D+W 3.598 4.350 Bottom 1.166 Min Temp % 1.200 78.459 0.046 +0.90D+W 3.704 4.375 Bottom 1.166 Min Temp % 1.200 78.459 0.047 +0.90D+W 3.809 4.400 Bottom 1.166 Min Temp % 1.200 78.459 0.049 +0.90D+W 3.913 4.425 Bottom 1.166 Min Temp % 1.200 78.459 0.050 +0.90D+W 4.018 4.450 Bottom 1.166 Min Temp % 1.200 78.459 0.051 +0.90D+W 4.122 4.475 Bottom 1.166 Min Temp % 1.200 78.459 0.053 +0.90D+W 4.225 4.500 Bottom 1.166 Min Temp % 1.200 78.459 0.054 +0.90D+W 4.329 4.525 Bottom 1.166 Min Temp % 1.200 78.459 0.055 +0.90D+W 4.432 4.550 Bottom 1.166 Min Temp % 1.200 78.459 0.056 +0.90D+W 4.534 4.575 Bottom 1.166 Min Temp % 1.200 78.459 0.058 +0.90D+W 4.636 4.600 Bottom 1.166 Min Temp % 1.200 78.459 0.059 +0.90D+W 4.738 4.625 Bottom 1.166 Min Temp % 1.200 78.459 0.060 +0.90D+W 4.840 4.650 Bottom 1.166 Min Temp % 1.200 78.459 0.062 +0.90D+W 4.941 4.675 Bottom 1.166 Min Temp % 1.200 78.459 0.063 +0.90D+W 5.041 4.700 Bottom 1.166 Min Temp % 1.200 78.459 0.064 +0.90D+W 5.142 4.725 Bottom 1.166 Min Temp % 1.200 78.459 0.066 +0.90D+W 5.242 4.750 Bottom 1.166 Min Temp % 1.200 78.459 0.067 +0.90D+W 5.341 4.775 Bottom 1.166 Min Temp % 1.200 78.459 0.068 +0.90D+W 5.441 4.800 Bottom 1.166 Min Temp % 1.200 78.459 0.069 +0.90D+W 5.539 4.825 Bottom 1.166 Min Temp % 1.200 78.459 0.071 +0.90D+W 5.638 4.850 Bottom 1.166 Min Temp % 1.200 78.459 0.072 CAITLIN ROSE Project Title: REINKEADDITION C41 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 5.736 4.875 Bottom 1.166 Min Temp % 1.200 78.459 0.073 +0.90D+W 5.834 4.900 Bottom 1.166 Min Temp % 1.200 78.459 0.074 +0.90D+W 5.931 4.925 Bottom 1.166 Min Temp % 1.200 78.459 0.076 +0.90D+W 6.028 4.950 Bottom 1.166 Min Temp % 1.200 78.459 0.077 +0.90D+W 6.125 4.975 Bottom 1.166 Min Temp % 1.200 78.459 0.078 +0.90D+W 6.221 5.000 Bottom 1.166 Min Temp % 1.200 78.459 0.079 +0.90D+W 6.317 5.025 Bottom 1.166 Min Temp % 1.200 78.459 0.081 +0.90D+W 6.413 5.050 Bottom 1.166 Min Temp % 1.200 78.459 0.082 +0.90D+W 6.508 5.075 Bottom 1.166 Min Temp % 1.200 78.459 0.083 +0.90D+W 6.603 5.100 Bottom 1.166 Min Temp % 1.200 78.459 0.084 +0.90D+W 6.697 5.125 Bottom 1.166 Min Temp % 1.200 78.459 0.085 +0.90D+W 6.791 5.150 Bottom 1.166 Min Temp % 1.200 78.459 0.087 +0.90D+W 6.885 5.175 Bottom 1.166 Min Temp % 1.200 78.459 0.088 +0.90D+W 6.978 5.200 Bottom 1.166 Min Temp % 1.200 78.459 0.089 +0.90D+W 7.071 5.225 Bottom 1.166 Min Temp % 1.200 78.459 0.090 +0.90D+W 7.164 5.250 Bottom 1.166 Min Temp % 1.200 78.459 0.091 +0.90D+W 7.256 5.275 Bottom 1.166 Min Temp % 1.200 78.459 0.092 +0.90D+W 7.348 5.300 Bottom 1.166 Min Temp % 1.200 78.459 0.094 +0.90D+W 7.440 5.325 Bottom 1.166 Min Temp % 1.200 78.459 0.095 +0.90D+W 7.531 5.350 Bottom 1.166 Min Temp % 1.200 78.459 0.096 +0.90D+W 7.622 5.375 Bottom 1.166 Min Temp % 1.200 78.459 0.097 +0.90D+W 7.712 5.400 Bottom 1.166 Min Temp % 1.200 78.459 0.098 +0.90D+W 7.802 5.425 Bottom 1.166 Min Temp % 1.200 78.459 0.099 +0.90D+W 7.892 5.450 Bottom 1.166 Min Temp % 1.200 78.459 0.101 +0.90D+W 7.981 5.475 Bottom 1.166 Min Temp % 1.200 78.459 0.102 +0.90D+W 8.070 5.500 Bottom 1.166 Min Temp % 1.200 78.459 0.103 +0.90D+W 8.159 5.525 Bottom 1.166 Min Temp % 1.200 78.459 0.104 +0.90D+W 8.247 5.550 Bottom 1.166 Min Temp % 1.200 78.459 0.105 +0.90D+W 8.335 5.575 Bottom 1.166 Min Temp % 1.200 78.459 0.106 +0.90D+W 8.422 5.600 Bottom 1.166 Min Temp % 1.200 78.459 0.107 +0.90D+W 8.509 5.625 Bottom 1.166 Min Temp % 1.200 78.459 0.108 +0.90D+W 8.596 5.650 Bottom 1.166 Min Temp % 1.200 78.459 0.110 +0.90D+W 8.683 5.675 Bottom 1.166 Min Temp % 1.200 78.459 0.111 +0.90D+W 8.769 5.700 Bottom 1.166 Min Temp % 1.200 78.459 0.112 +0.90D+W 8.854 5.725 Bottom 1.166 Min Temp % 1.200 78.459 0.113 +0.90D+W 8.940 5.750 Bottom 1.166 Min Temp % 1.200 78.459 0.114 +0.90D+W 9.024 5.775 Bottom 1.166 Min Temp % 1.200 78.459 0.115 +0.90D+W 9.109 5.800 Bottom 1.166 Min Temp % 1.200 78.459 0.116 +0.90D+W 9.193 5.825 Bottom 1.166 Min Temp % 1.200 78.459 0.117 +0.90D+W 9.277 5.850 Bottom 1.166 Min Temp % 1.200 78.459 0.118 +0.90D+W 9.361 5.875 Bottom 1.166 Min Temp % 1.200 78.459 0.119 +0.90D+W 9.444 5.900 Bottom 1.166 Min Temp % 1.200 78.459 0.120 +0.90D+W 9.526 5.925 Bottom 1.166 Min Temp % 1.200 78.459 0.121 +0.90D+W 9.609 5.950 Bottom 1.166 Min Temp % 1.200 78.459 0.122 +0.90D+W 9.691 5.975 Bottom 1.166 Min Temp % 1.200 78.459 0.124 +0.90D+W 9.772 6.000 Bottom 1.166 Min Temp % 1.200 78.459 0.125 +0.90D+W 9.854 6.025 Bottom 1.166 Min Temp % 1.200 78.459 0.126 +0.90D+W 9.934 6.050 Bottom 1.166 Min Temp % 1.200 78.459 0.127 +0.90D+W 10.015 6.075 Bottom 1.166 Min Temp % 1.200 78.459 0.128 +0.90D+W 10.095 6.100 Bottom 1.166 Min Temp % 1.200 78.459 0.129 +0.90D+W 10.175 6.125 Bottom 1.166 Min Temp % 1.200 78.459 0.130 +0.90D+W 10.254 6.150 Bottom 1.166 Min Temp % 1.200 78.459 0.131 +0.90D+W 10.333 6.175 Bottom 1.166 Min Temp % 1.200 78.459 0.132 +0.90D+W 10.412 6.200 Bottom 1.166 Min Temp % 1.200 78.459 0.133 +0.90D+W 10.490 6.225 Bottom 1.166 Min Temp % 1.200 78.459 0.134 +0.90D+W 10.568 6.250 Bottom 1.166 Min Temp % 1.200 78.459 0.135 +0.90D+W 10.646 6.275 Bottom 1.166 Min Temp % 1.200 78.459 0.136 +0.90D+W 10.723 6.300 Bottom 1.166 Min Temp % 1.200 78.459 0.137 +0.90D+W 10.800 6.325 Bottom 1.166 Min Temp % 1.200 78.459 0.138 +0.90D+W 10.876 6.350 Bottom 1.166 Min Temp % 1.200 78.459 0.139 +0.90D+W 10.953 6.375 Bottom 1.166 Min Temp % 1.200 78.459 0.140 +0.90D+W 11.028 6.400 Bottom 1.166 Min Temp % 1.200 78.459 0.141 +0.90D+W 11.104 6.425 Bottom 1.166 Min Temp % 1.200 78.459 0.142 CAITLIN ROSE Project Title: REINKEADDITION C42 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 11.179 6.450 Bottom 1.166 Min Temp % 1.200 78.459 0.142 +0.90D+W 11.253 6.475 Bottom 1.166 Min Temp % 1.200 78.459 0.143 +0.90D+W 11.328 6.500 Bottom 1.166 Min Temp % 1.200 78.459 0.144 +0.90D+W 11.402 6.525 Bottom 1.166 Min Temp % 1.200 78.459 0.145 +0.90D+W 11.475 6.550 Bottom 1.166 Min Temp % 1.200 78.459 0.146 +0.90D+W 11.548 6.575 Bottom 1.166 Min Temp % 1.200 78.459 0.147 +0.90D+W 11.621 6.600 Bottom 1.166 Min Temp % 1.200 78.459 0.148 +0.90D+W 11.693 6.625 Bottom 1.166 Min Temp % 1.200 78.459 0.149 +0.90D+W 11.766 6.650 Bottom 1.166 Min Temp % 1.200 78.459 0.150 +0.90D+W 11.837 6.675 Bottom 1.166 Min Temp % 1.200 78.459 0.151 +0.90D+W 11.909 6.700 Bottom 1.166 Min Temp % 1.200 78.459 0.152 +0.90D+W 11.980 6.725 Bottom 1.166 Min Temp % 1.200 78.459 0.153 +0.90D+W 12.050 6.750 Bottom 1.166 Min Temp % 1.200 78.459 0.154 +0.90D+W 12.120 6.775 Bottom 1.166 Min Temp % 1.200 78.459 0.154 +0.90D+W 12.184 6.800 Bottom 1.166 Min Temp % 1.200 78.459 0.155 +0.90D+W 12.238 6.825 Bottom 1.166 Min Temp % 1.200 78.459 0.156 +0.90D+W 12.282 6.850 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.316 6.875 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.340 6.900 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.354 6.925 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.359 6.950 Bottom 1.166 Min Temp % 1.200 78.459 0.158 +0.90D+W 12.353 6.975 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.338 7.000 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.313 7.025 Bottom 1.166 Min Temp % 1.200 78.459 0.157 +0.90D+W 12.279 7.050 Bottom 1.166 Min Temp % 1.200 78.459 0.156 +0.90D+W 12.234 7.075 Bottom 1.166 Min Temp % 1.200 78.459 0.156 +0.90D+W 12.180 7.100 Bottom 1.166 Min Temp % 1.200 78.459 0.155 +0.90D+W 12.115 7.125 Bottom 1.166 Min Temp % 1.200 78.459 0.154 +0.90D+W 12.041 7.150 Bottom 1.166 Min Temp % 1.200 78.459 0.153 +0.90D+W 11.957 7.175 Bottom 1.166 Min Temp % 1.200 78.459 0.152 +0.90D+W 11.863 7.200 Bottom 1.166 Min Temp % 1.200 78.459 0.151 +0.90D+W 11.760 7.225 Bottom 1.166 Min Temp % 1.200 78.459 0.150 +0.90D+W 11.650 7.250 Bottom 1.166 Min Temp % 1.200 78.459 0.148 +0.90D+W 11.539 7.275 Bottom 1.166 Min Temp % 1.200 78.459 0.147 +0.90D+W 11.428 7.300 Bottom 1.166 Min Temp % 1.200 78.459 0.146 +0.90D+W 11.316 7.325 Bottom 1.166 Min Temp % 1.200 78.459 0.144 +0.90D+W 11.205 7.350 Bottom 1.166 Min Temp % 1.200 78.459 0.143 +0.90D+W 11.093 7.375 Bottom 1.166 Min Temp % 1.200 78.459 0.141 +0.90D+W 10.980 7.400 Bottom 1.166 Min Temp % 1.200 78.459 0.140 +0.90D+W 10.867 7.425 Bottom 1.166 Min Temp % 1.200 78.459 0.139 +0.90D+W 10.754 7.450 Bottom 1.166 Min Temp % 1.200 78.459 0.137 +0.90D+W 10.640 7.475 Bottom 1.166 Min Temp % 1.200 78.459 0.136 +0.90D+W 10.526 7.500 Bottom 1.166 Min Temp % 1.200 78.459 0.134 +0.90D+W 10.412 7.525 Bottom 1.166 Min Temp % 1.200 78.459 0.133 +0.90D+W 10.297 7.550 Bottom 1.166 Min Temp % 1.200 78.459 0.131 +0.90D+W 10.182 7.575 Bottom 1.166 Min Temp % 1.200 78.459 0.130 +0.90D+W 10.067 7.600 Bottom 1.166 Min Temp % 1.200 78.459 0.128 +0.90D+W 9.951 7.625 Bottom 1.166 Min Temp % 1.200 78.459 0.127 +0.90D+W 9.835 7.650 Bottom 1.166 Min Temp % 1.200 78.459 0.125 +0.90D+W 9.718 7.675 Bottom 1.166 Min Temp % 1.200 78.459 0.124 +0.90D+W 9.601 7.700 Bottom 1.166 Min Temp % 1.200 78.459 0.122 +0.90D+W 9.484 7.725 Bottom 1.166 Min Temp % 1.200 78.459 0.121 +0.90D+W 9.366 7.750 Bottom 1.166 Min Temp % 1.200 78.459 0.119 +0.90D+W 9.248 7.775 Bottom 1.166 Min Temp % 1.200 78.459 0.118 +0.90D+W 9.130 7.800 Bottom 1.166 Min Temp % 1.200 78.459 0.116 +0.90D+W 9.011 7.825 Bottom 1.166 Min Temp % 1.200 78.459 0.115 +0.90D+W 8.892 7.850 Bottom 1.166 Min Temp % 1.200 78.459 0.113 +0.90D+W 8.773 7.875 Bottom 1.166 Min Temp % 1.200 78.459 0.112 +0.90D+W 8.653 7.900 Bottom 1.166 Min Temp % 1.200 78.459 0.110 +0.90D+W 8.533 7.925 Bottom 1.166 Min Temp % 1.200 78.459 0.109 +0.90D+W 8.412 7.950 Bottom 1.166 Min Temp % 1.200 78.459 0.107 +0.90D+W 8.291 7.975 Bottom 1.166 Min Temp % 1.200 78.459 0.106 +0.90D+W 8.170 8.000 Bottom 1.166 Min Temp % 1.200 78.459 0.104 CAITLIN ROSE Project Title: REINKEADDITION C43 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE ProjectDescr: Printed: 20 APR 2022, 9:18PM Combined Footing File: 22-13- Reinke -Footings.ec6 g ' Software copyright ENERCALC, INC. 1983-2020, Build: DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhiMn (ft-k) (ft) (in"2) (in^2) (ft-k) +0.90D+W 8.048 8.025 Bottom 1.166 Min Temp % 1.200 78.459 0.103 +0.90D+W 7.926 8.050 Bottom 1.166 Min Temp % 1.200 78.459 0.101 +0.90D+W 7.804 8.075 Bottom 1.166 Min Temp % 1.200 78.459 0.099 +0.90D+W 7.681 8.100 Bottom 1.166 Min Temp % 1.200 78.459 0.098 +0.90D+W 7.558 8.125 Bottom 1.166 Min Temp % 1.200 78.459 0.096 +0.90D+W 7.434 8.150 Bottom 1.166 Min Temp % 1.200 78.459 0.095 +0.90D+W 7.310 8.175 Bottom 1.166 Min Temp % 1.200 78.459 0.093 +0.90D+W 7.186 8.200 Bottom 1.166 Min Temp % 1.200 78.459 0.092 +0.90D+W 7.061 8.225 Bottom 1.166 Min Temp % 1.200 78.459 0.090 +0.90D+W 6.936 8.250 Bottom 1.166 Min Temp % 1.200 78.459 0.088 +0.90D+W 6.811 8.275 Bottom 1.166 Min Temp % 1.200 78.459 0.087 +0.90D+W 6.685 8.300 Bottom 1.166 Min Temp % 1.200 78.459 0.085 +0.90D+W 6.559 8.325 Bottom 1.166 Min Temp % 1.200 78.459 0.084 +0.90D+W 6.433 8.350 Bottom 1.166 Min Temp % 1.200 78.459 0.082 +0.90D+W 6.306 8.375 Bottom 1.166 Min Temp % 1.200 78.459 0.080 +0.90D+W 6.179 8.400 Bottom 1.166 Min Temp % 1.200 78.459 0.079 +0.90D+W 6.051 8.425 Bottom 1.166 Min Temp % 1.200 78.459 0.077 +0.90D+W 5.923 8.450 Bottom 1.166 Min Temp % 1.200 78.459 0.075 +0.90D+W 5.795 8.475 Bottom 1.166 Min Temp % 1.200 78.459 0.074 +0.90D+W 5.666 8.500 Bottom 1.166 Min Temp % 1.200 78.459 0.072 +0.90D+W 5.537 8.525 Bottom 1.166 Min Temp % 1.200 78.459 0.071 +0.90D+W 5.408 8.550 Bottom 1.166 Min Temp % 1.200 78.459 0.069 +0.90D+W 5.278 8.575 Bottom 1.166 Min Temp % 1.200 78.459 0.067 +0.90D+W 5.148 8.600 Bottom 1.166 Min Temp % 1.200 78.459 0.066 +0.90D+W 5.017 8.625 Bottom 1.166 Min Temp % 1.200 78.459 0.064 +0.90D+W 4.887 8.650 Bottom 1.166 Min Temp % 1.200 78.459 0.062 +0.90D+W 4.755 8.675 Bottom 1.166 Min Temp % 1.200 78.459 0.061 +0.90D+W 4.624 8.700 Bottom 1.166 Min Temp % 1.200 78.459 0.059 +0.90D+W 4.492 8.725 Bottom 1.166 Min Temp % 1.200 78.459 0.057 +0.90D+W 4.361 8.750 Bottom 1.166 Min Temp % 1.200 78.459 0.056 +0.90D+W 4.229 8.775 Bottom 1.166 Min Temp % 1.200 78.459 0.054 +0.90D+W 4.098 8.800 Bottom 1.166 Min Temp % 1.200 78.459 0.052 +0.90D+W 3.967 8.825 Bottom 1.166 Min Temp % 1.200 78.459 0.051 +0.90D+W 3.836 8.850 Bottom 1.166 Min Temp % 1.200 78.459 0.049 +0.90D+W 3.706 8.875 Bottom 1.166 Min Temp % 1.200 78.459 0.047 +0.90D+W 3.576 8.900 Bottom 1.166 Min Temp % 1.200 78.459 0.046 +0.90D+W 3.447 8.925 Bottom 1.166 Min Temp % 1.200 78.459 0.044 +0.90D+W 3.319 8.950 Bottom 1.166 Min Temp % 1.200 78.459 0.042 +0.90D+W 3.191 8.975 Bottom 1.166 Min Temp % 1.200 78.459 0.041 +0.90D+W 3.065 9.000 Bottom 1.166 Min Temp % 1.200 78.459 0.039 +0.90D+W 2.940 9.025 Bottom 1.166 Min Temp % 1.200 78.459 0.037 +0.90D+W 2.816 9.050 Bottom 1.166 Min Temp % 1.200 78.459 0.036 +0.90D+W 2.693 9.075 Bottom 1.166 Min Temp % 1.200 78.459 0.034 +0.90D+W 2.571 9.100 Bottom 1.166 Min Temp % 1.200 78.459 0.033 +0.90D+W 2.452 9.125 Bottom 1.166 Min Temp % 1.200 78.459 0.031 +0.90D+W 2.333 9.150 Bottom 1.166 Min Temp % 1.200 78.459 0.030 +0.90D+W 2.217 9.175 Bottom 1.166 Min Temp % 1.200 78.459 0.028 +0.90D+W 2.102 9.200 Bottom 1.166 Min Temp % 1.200 78.459 0.027 +0.90D+W 1.989 9.225 Bottom 1.166 Min Temp % 1.200 78.459 0.025 +0.90D+W 1.878 9.250 Bottom 1.166 Min Temp % 1.200 78.459 0.024 +0.90D+W 1.769 9.275 Bottom 1.166 Min Temp % 1.200 78.459 0.023 +0.90D+W 1.663 9.300 Bottom 1.166 Min Temp % 1.200 78.459 0.021 +0.90D+W 1.559 9.325 Bottom 1.166 Min Temp % 1.200 78.459 0.020 +0.90D+W 1.457 9.350 Bottom 1.166 Min Temp % 1.200 78.459 0.019 +0.90D+W 1.358 9.375 Bottom 1.166 Min Temp % 1.200 78.459 0.017 +0.90D+W 1.261 9.400 Bottom 1.166 Min Temp % 1.200 78.459 0.016 +0.90D+W 1.167 9.425 Bottom 1.166 Min Temp % 1.200 78.459 0.015 +0.90D+W 1.076 9.450 Bottom 1.166 Min Temp % 1.200 78.459 0.014 +0.90D+W 0.988 9.475 Bottom 1.166 Min Temp % 1.200 78.459 0.013 +0.90D+W 0.903 9.500 Bottom 1.166 Min Temp % 1.200 78.459 0.012 +0.90D+W 0.821 9.525 Bottom 1.166 Min Temp % 1.200 78.459 0.010 +0.90D+W 0.743 9.550 Bottom 1.166 Min Temp % 1.200 78.459 0.009 +0.90D+W 0.667 9.575 Bottom 1.166 Min Temp % 1.200 78.459 0.009 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: REINKE ADDITION Engineer: CRW Project ID: 22-13 Project Descr: C44 Printed: 20 APR 2022, 9:18PM Combined Footing g File: 22-13- Reinke -Footings.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 i.i DESCRIPTION: East Wall Ftg Z-Axis Footing Flexure - Maximum Values for Load Combination Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi*Mn Mu 1 PhilMn (ft-k) (ft) (in A2) (in A2) (ft-k) +0.90D+W 0.596 9.600 Bottom 1.166 Min Temp % 1.200 78.459 0.008 +0.90D+W 0.527 9.625 Bottom 1.166 Min Temp % 1.200 78.459 0.007 +0.90D+W 0.463 9.650 Bottom 1.166 Min Temp % 1.200 78.459 0.006 +0.90D+W 0.402 9.675 Bottom 1.166 Min Temp % 1.200 78.459 0.005 +0.90D+W 0.345 9.700 Bottom 1.166 Min Temp % 1.200 78.459 0.004 +0.90D+W 0.292 9.725 Bottom 1.166 Min Temp % 1.200 78.459 0.004 +0.90D+W 0.243 9.750 Bottom 1.166 Min Temp % 1.200 78.459 0.003 +0.90D+W 0.198 9.775 Bottom 1.166 Min Temp % 1.200 78.459 0.003 +0.90D+W 0.158 9.800 Bottom 1.166 Min Temp % 1.200 78.459 0.002 +0.90D+W 0.122 9.825 Bottom 1.166 Min Temp % 1.200 78.459 0.002 +0.90D+W 0.090 9.850 Bottom 1.166 Min Temp % 1.200 78.459 0.001 +0.90D+W 0.063 9.875 Bottom 1.166 Min Temp % 1.200 78.459 0.001 +0.90D+W 0.040 9.900 Bottom 1.166 Min Temp % 1.200 78.459 0.001 +0.90D+W 0.023 9.925 Bottom 1.166 Min Temp % 1.200 78.459 0.000 +0.90D+W 0.010 9.950 Bottom 1.166 Min Temp % 1.200 78.459 0.000 +0.90D+W 0.000 9.975 0 0.000 0 0.000 0.000 0.000 +0.90D+W 0.000 10.000 0 0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ Col #2 Phi Vn vu @ Col #1 vu @ Col #2 +1.40D 75.00 psi 0.08 psi 0.08 psi 150.00 psi 0.08psi 0.08 psi +1.20D+1.60L 75.00 psi 0.39 psi 0.39 psi 150.00 psi 0.45psi 0.45 psi +1.20D+L 75.00 psi 0.27 psi 0.27 psi 150.00 psi 0.31 psi 0.31 psi +1.20D+0.50W 75.00 psi 2.56 psi 2.61 psi 150.00 psi 2.46psi 2.98 psi +1.20D+L+W 75.00 psi 5.35 psi 5.42 psi 150.00 psi 4.58psi 5.73 psi +0.90D+W 75.00 psi 7.69 psi 9.52 psi 150.00 psi 5.05psi 5.05 psi +0.90D 75.00 psi 0.05 psi 0.05 psi 150.00 psi 0.05psi 0.05 psi CAITLIN ROSE Project Title: REINKEADDITION C45 ENGINEERING, LLC Engineer: CRW Project ID: 22-13 Caitlin R. Wilhelm, PE Project Descr: Printed: 20 APR 2022, 9:03PM General Footing File: 22-13- Reinke -Footings.ec6 g I Software copyright ENERCALC, INC. 1983-2020, Build: i.i DESCRIPTION: Typical Ext Ftg @ Roof Trusses Perp Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thickness = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis =_ Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = 0.2850 0.30 0.160 0.3750 OB : Overburden = M-xx = M-zz = V-x = V-z = Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2,880.95 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf No when max. length or width is greater than - - ft No 1.0 ft 1.0 ft Z 8.0 in in in in 3.0 in 2 # 4 2 # 4 2-#4Bars n/a n/a n/a X-X Section Looking to+Z D Lr L S W E H k ksf k-ft k-ft k k CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: REINKE ADDITION Engineer: CRW Project ID: 22-13 Project Descr: C46 Printed: 20 APR 2022, 9:03PM General Footin g File: 22-13- Reinke -Footings.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 i.i b ==J IL Caitlin Rose Engineering, LLC DESCRIPTION: Typical Ext Ftg @ Roof Trusses Perp DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5831 Soil Bearing 0.8746 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis 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 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 PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01690 Z Flexure (+X) 0.1378 k-ftlft 8.153 k-ft/ft +1.20D+L+1.60S PASS 0.01690 Z Flexure (-X) 0.1378 k-ftlft 8.153 k-ft/ft +1.20D+L+1.60S PASS 0.01690 X Flexure (+Z) 0.1378 k-ftlft 8.153 k-ft/ft +1.20D+L+1.60S PASS 0.01690 X Flexure (-Z) 0.1378 k-ftlft 8.153 k-ft/ft +1.20D+L+1.60S PASS 0.01959 1-way Shear (+X) 1.469 psi 75.0 psi +1.20D+L+1.60S PASS 0.01959 1-way Shear (-X) 1.469 psi 75.0 psi +1.20D+L+1.60S PASS 0.01959 1-way Shear (+Z) 1.469 psi 75.0 psi +1.20D+L+1.60S PASS 0.01959 1-way Shear (-Z) 1.469 psi 75.0 psi +1.20D+L+1.60S PASS 0.06051 2-way Punching 9.076 psi 150.0 psi +1.20D+L+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4733 0.4733 n/a n/a 0.316 X-X, +D+L 1.50 n/a 0.0 0.6333 0.6333 n/a n/a 0.422 X-X, +D+Lr 1.50 n/a 0.0 0.7733 0.7733 n/a n/a 0.516 X-X, +D+S 1.50 n/a 0.0 0.8483 0.8483 n/a n/a 0.566 X-X, +D+0.750Lr+0.750L 1.50 n/a 0.0 0.8183 0.8183 n/a n/a 0.546 X-X, +D+0.750L+0.750S 1.50 n/a 0.0 0.8746 0.8746 n/a n/a 0.583 X-X, +0.60D 1.50 n/a 0.0 0.2840 0.2840 n/a n/a 0.189 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4733 0.4733 0.316 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 0.6333 0.6333 0.422 Z-Z, +D+Lr 1.50 0.0 n/a n/a n/a 0.7733 0.7733 0.516 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.8483 0.8483 0.566 Z-Z, +D+0.750Lr+0.750L 1.50 0.0 n/a n/a n/a 0.8183 0.8183 0.546 Z-Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 0.8746 0.8746 0.583 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2840 0.2840 0.189 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.40D 0.04988 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.40D 0.04988 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+0.50Lr+1.60L 0.09350 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+0.50Lr+1.60L 0.09350 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60L+0.50S 0.09819 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60L+0.50S 0.09819 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60Lr+L 0.1228 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60Lr+L 0.1228 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60Lr 0.1028 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60Lr 0.1028 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE General Footing Project Title: REINKE ADDITION Engineer: CRW Project ID: 22-13 Project Descr: C47 Printed: 20 APR 2022, 9:03PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Typical Ext Ftg @ Roof Trusses Perp Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X, +1.20D+L+1.60S 0.1378 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+L+1.60S 0.1378 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60S 0.1178 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+1.60S 0.1178 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+0.5OLr+L 0.08150 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+0.5OLr+L 0.08150 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+L+0.50S 0.08619 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+L+0.50S 0.08619 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +0.90D 0.03206 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +0.90D 0.03206 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+L+0.20S 0.07213 +Z Bottom 0.1728 Min Temp % 0.40 8.153 OK X-X, +1.20D+L+0.20S 0.07213 -Z Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.40D 0.04988 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.40D 0.04988 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+0.5OLr+1.60L 0.09350 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+0.5OLr+1.60L 0.09350 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.60L+0.50S 0.09819 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.60L+0.50S 0.09819 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z. +1.20D+1.6OLr+L 0.1228 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.6OLr+L 0.1228 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z. +1.20D+1.6OLr 0.1028 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.6OLr 0.1028 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z. +1.20D+L+1.60S 0.1378 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+L+1.60S 0.1378 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.60S 0.1178 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+1.60S 0.1178 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z. +1.20D+0.5OLr+L 0.08150 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+0.5OLr+L 0.08150 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+L+0.50S 0.08619 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+L+0.50S 0.08619 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +0.901) 0.03206 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +0.90D 0.03206 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+L+0.20S 0.07213 -X Bottom 0.1728 Min Temp % 0.40 8.153 OK Z-Z, +1.20D+L+0.20S 0.07213 +X Bottom 0.1728 Min Temp % 0.40 8.153 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0.53 psi 0.53 psi 0.53 psi 0.53 psi 0.53 psi 75.00 psi 0.01 OK +1.20D+0.5OLr+1.60L 1.00 psi 1.00 psi 1.00 psi 1.00 psi 1.00 psi 75.00 psi 0.01 OK +1.20D+1.60L+0.50S 1.05 psi 1.05 Psi 1.05 psi 1.05 psi 1.05 psi 75.00 psi 0.01 OK +1.20D+1.6OLr+L 1.31 psi 1.31 psi 1.31 psi 1.31 psi 1.31 psi 75.00 psi 0.02 OK +1.20D+1.6OLr 1.10 psi 1.10 psi 1.10 psi 1.10 psi 1.10 psi 75.00 psi 0.01 OK +1.20D+L+1.60S 1.47 psi 1.47 psi 1.47 psi 1.47 psi 1.47 psi 75.00 psi 0.02 OK +1.20D+1.60S 1.26 psi 1.26 psi 1.26 psi 1.26 psi 1.26 psi 75.00 psi 0.02 OK +1.20D+0.5OLr+L 0.87 psi 0.87 psi 0.87 psi 0.87 psi 0.87 psi 75.00 psi 0.01 OK +1.20D+L+0.50S 0.92 psi 0.92 psi 0.92 psi 0.92 psi 0.92 psi 75.00 psi 0.01 OK +0.90D 0.34 psi 0.34 psi 0.34 psi 0.34 psi 0.34 psi 75.00 psi 0.00 OK +1.20D+L+0.20S 0.77 psi 0.77 psi 0.77 psi 0.77 psi 0.77 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 3.29 psi 150.00psi 0.02191 OK +1.20D+0.5OLr+1.60L 6.16 psi 150.00psi 0.04107 OK +1.20D+1.60L+0.50S 6.47 psi 150.00psi 0.04313 OK +1.20D+1.6OLr+L 8.09 psi 150.00psi 0.05392 OK +1.20D+1.6OLr 6.77 psi 150.00psi 0.04513 OK +1.20D+L+1.60S 9.08 psi 150.00psi 0.06051 OK +1.20D+1.60S 7.76 psi 150.00psi 0.05172 OK +1.20D+0.5OLr+L 5.37 psi 150.00psi 0.0358 OK +1.20D+L+0.50S 5.68 psi 150.00psi 0.03786 OK +0.90D 2.11 psi 150.00psi 0.01408 OK +1.20D+L+0.20S 4.75 psi 150.00psi 0.03168 OK