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REVIEWED BLD2022-0207+Structural_Calculations+2.17.2022_2.11.38_PM+2688040BLD2022-0207 CAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Table of Contents STRUCTURAL CALCULATIONS C1 - C33 RECEIVED Feb 17 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 11 /17/2021 STRUCTURAL CALCULATIONS MANOGARAN RESIDENCE EDMONDS, WA NOVEMBER 17, 2021 Project #: 21-32 Caitlin Rose Engineering, LLC :: Po Box 2381 :: Lynnwood, WA 98036 :: (425) 301— 6554 :: caitlinroseengineering.com CAITLIN ROSE Project: Manogaran Residence ENGINEERING, LLC Project #: 21-32 Caitlin R. Wilhelm, PE 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 Sheet #: C1 By: CRW Date: November 8, 2021 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 Deflection Criteria Roof Live Load 20 psf Roof Total Load L/240 Floor Live Load 40 psf Roof Live Load L/360 Deck Live Load 60 psf Floor Total Load L/360 Roof Snow Load 25 psf Floor Live Load L/480 CAITLIN ROSE Project: Manogaran Residence ENGINEERING, LLC Project #: 21-32 Caitlin R. Wilhelm, PE 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 Sheet #: C2 By: CRW Date: November 8, 2021 Ps3O Ps = /\*Kzt*Ps3O (LRFD) Ps = /\*Kzt*Ps3O (ASD) Zone A 24.1 psf Zone A 24.1 psf Zone A 14.5 psf Zone B -8.0 psf Zone B -8.0 psf Zone B -4.8 psf Zone C 16.0 psf Zone C 16.0 psf Zone C 9.6 psf Zone D -4.6 psf Zone D -4.6 psf Zone D -2.8 psf 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 4 ft 40% of Mean Roof Height 6 ft a 4 ft Zone Areas & Total Wind Loads (sq ft & lb) North/South Direction JAddition V.ps (ASD) IExist Hous(V.ps (ASD) ITotal Area Total V.ps (ASD) Area Zone A Area Zone B Area Zone C Area Zone D 0 0 162 0 0 0 1555 0 92 0 828 0 1330 0 7949 0 92 0 990 0 1330 0 9504 0 1555 9279 V= 10834 EastMest Direction Addition V.ps (ASD) Exist Hous(V.ps (ASD) Total Area Total V.ps (ASD) Area Zone A 0 0 147 2126 147 2126 Area Zone B 0 0 48 -230 48 -230 Area Zone C 220 2112 895 8592 1115 10704 Area Zone D 85 -235 162 -447 247 -682 1877 10040 V= 11918 Note: The wind sail area of the addition does not contribute any additional wind sail area to the existing home, therefore the addition will be designed to be self-supporting for seismic lateral loads. CAITLIN ROSE Project: Manogaran Residence Sheet#: C3 ENGINEERING, LLC Project #: 21-32 By: CRW Caitlin R. Wilhelm, PE Date: November 8, 2021 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 0.157 Seismic Weight 1.022 0.553 6.5 Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance 1.0 0.157 0.558 0.152 6 0.045 Level Area Dead Load Weight V.level Roof Level 339 Roof Dead Load 5085 800 Not Used 0 0 0 0 Total Seismic Weight 5085 Seismic Base Shear V.seismic = Cs * Weight 800 Ibs [LRFD] 571lbs [ASD] C4 OaGwEE s Manogaran Residence 23419 84th Ave W, Edmonds, WA 98026, USA Latitude, Longitude: 47.78642989999999,-122.3459926 00 3 D C 234th PI SW m 00 a m Go gle Date Design Code Reference Document Risk Category Site Class Type Value SS 1.278 St 0.448 SMS 1.533 SMi null -See Section 11.4.8 SDS 1.022 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.543 FPGA 1.2 PGAM 0.651 TL 6 SsRT 1.278 SsUH 1.402 SsD 2.071 S1RT 0.448 S1UH 0.5 S1D 0.832 PGAd 0.729 CRS 0.911 N 0o W N CO ¢ n s y Cv D Park Edmonds 19 (D Apartments 236th St SW 11/13/2021, 11:24:08 AM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA OSH PD 234th St SW Whirly6all 19 236th st s Map data ©2021 Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods JOB SUMMARY REPORT 21-32 - Manogaran Res C5 Patio Cover Member Name Results Current Solution Comments Typ Rafter Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Roof: Hip/Valley Beam Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Header @ Skylights Passed 1 piece(s) 2 x 10 HF No.2 (N) Header @ Door Passed 1 piece(s) 6 x 8 DF No.1 Addition Member Name Results Current Solution Comments Roof Rafters Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Floor Joists Passed 1 piece(s) 2 x 12 HF No.2 @ 16" OC Typ Header Passed 2 piece(s) 2 x 8 HF No.2 Deck Framing Member Name Results Current Solution Comments Deck Joist Passed 1 piece(s) 2 x 8 HF No.2 @ 16" OC Deck Beam Passed 1 piece(s) 6 x 10 DF No.1 Deck Beam - Edge Passed 1 piece(s) 4 x 10 HF No.2 Dbl Joist @ Steps Passed 1 piece(s) 2 x 8 HF No.2 @ 16" OC Head @ Steps Passed 1 piece(s) 2 x 8 HF No.2 ForteWEB Software Operator 11/18/2021 1:49:09 AM UTC ForteWEB v3.2 File 21-32 - M e Name:ano gran Weyerhaeuser g Res Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (seo) iris Caitlin@caicaitlinroseengineering.com Page 1 / 14 a" O R T CM MEMBER REPORT PMSED Patio Cover, Typ Rafter 1 piece(s) 2 x 10 HF No.2 @ 16" OC 12 2F I YI Sloped Lengih: 16' a 11/16' 15' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 418 @ 15' 9 1/2" 911 (1.50") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 377 @ 15' 3/8" 1596 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1627 @ 8' 2204 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.353 @ 8' 0.790 Passed (L/536) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.568 @ 8' 1.053 Passed (L/334) 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. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 162 213 267 642 Blocking 2 - Hanger on 9 1/4" HF IedgerOnMasonry 3.50" Hanger 1.50" 164 216 269 649 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 4" o/c Bottom Edge (Lu) 16' o/c -Maximum allowable bracing intervals based on applied load. Member Length : 16' 1 5/8" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 16' 1" 16" 15.0 20.0 25.0 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 2 / 14 a FORTE"M3 MEMBER REPORT Patio Cover, Roof: Hip/Valley Beam 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 12 1.261 4 3/8" 0 Sloped Length: 21' 1' 18' 3 3/4" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2069 @ 20' 8 1/16" 3413 (1.50") Passed (61%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 1823 @ 19' 11 1/8" 6400 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Pos Moment (Ft-Ibs) 7302 @ 12' 11 3/8" 10868 Passed (67%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -119 @ 2' 6 1/8" 8377 Passed (1%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.671 @ 11' 11 1/4" 1 0.913 1 Passed (L/326) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.119 @ 11' 11 1/8" 1 1.218 1 Passed (L/196) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). Upward deflection on left cantilever exceeds overhang deflection criteria. • 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 = 18' 2 3/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 7 9/16". • Upward deflection on left cantilever exceeds 0.4". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 510 701 1211 Blocking 2 - Hanger on 9" HF beam 3.50" Hangers 1 1.50" 817 1253 2070 See note s • blocKmg vanels are assumea to carry no loaas appnea alrecay aoove mem ana me run ioaa is appnea to me memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 20' 9" o/c Bottom Edge (Lu) 20' 9" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 20' 10 3/8" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 1.26/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger LSSR41OZ 1.88" N/A 26-16dx2.5 18-16dx2.5 • Reter to manufacturer notes and instructions Tor proper Installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 20' 8 1/16" N/A 7.7 1 - Tapered (PLF) 0 to 2' 4 3/8" N/A 0.0 to 32.2 0.0 to 53.2 Generated from Roof Geometry 2 - Tapered (PLF) 2' 4 3/8" to 20' 8 1/16" N/A 0.0 to 122.7 0.0 to 206.3 Generated from Roof Geometry ForteWEB Software Operator Job Notes Caitlin Wilhelm, PE Caitlin Rose Engineering, LLC (360) 982-1115 caitlin@caitlinroseengineering.com 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 3 / 14 a" O R T CM MEMBER REPORT PMSED Patio Cover, Header @ Skylights 1 piece(s) 2 x 10 HF No.2 Overall Length: A' 1' IL J L 3' 6" 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) 164 @ 3 1/2" 911 (1.50") Passed (18%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 92 @ 1' 3/4" 1596 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 143 @ 2' 1/2" 1917 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 2' 1/2" 0.087 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.002 @ 2' 1/2" 1 0.117 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Hanger on 9 1/4" HF beam 3.50" Hanger' 1.50" 75 92 115 282 See note' 2 - Hanger on 9 1/4" HF beam 3.50" Hanger' 1 1.50" 75 92 115 282 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. 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. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 2 - Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to T 9 1/2" N/A 3.5 1 - Uniform (PSF) 0 to 4' 1" (Front) 2' 3" 15.0 20.0 25.0 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 -parry 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 5 / 14 a" O R T CM MEMBER REPORT FIMSED Patio Cover, (N) Header @ Door 1 piece(s) 6 x 8 DF No.1 Overall Length: 4' 3' L 4 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) 4720 @ 0 5156 (1.50") Passed (92%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3999 @ 9" 5376 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5999 @ P 6" 5930 Passed (SOS%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.032 @ 2' 1" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.056 @ 2' 1" 1 0.213 Passed (L/918) 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. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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" 2036 850 850 2684 6420 None 2 - Trimmer - HF 1.50" 1.501. 150" 1555 850 850 1947 5202 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6" o/c Bottom Edge (Lu) 4' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location 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 4' 3" N/A 10.4 1 - Uniform (PSF) 0 to 4' 3" 10' 15.0 40.0 - - Estimated (E) Floor 2 - Uniform (PSF) 0 to 4' 3" 20' 15.0 - 20.0 25.0 Estimated (E) Roof 3 - Point (lb) 1' 6" N/A 1634 2506 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 6 / 14 a" O R T CM MEMBER REPORT QICSSED Addition, Roof Rafters 1 piece(s) 2 x 10 HF No.2 @ 16" OC 12 41 1' 6" 0 Sloped Length: 13 10 13/16' 13' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 356 @ 14' 11 1/2" 911 (1.50") Passed (39%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 316 @ 14' 2 3/4" 1596 Passed (20%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 1162 @ 8' 5 1/16" 2204 Passed (53%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl.(in) 0.194 @ 8'4 3/8" 0.697 Passed (L/861) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.315 @ 8' 4 7/16" 1 0.930 1 Passed (L/532) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - HF 5.50" 5.50" 1.50" 178 226 282 686 Blocking 2 - Hanger on 9 1/4" HF IedgerOnMasonry 1.50" Hangers 1 1.50" 140 178 223 541 See note s • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 9" o/c Bottom Edge (Lu) 15' 9" o/c -Maximum allowable bracing intervals based on applied load. Member Length : 16' 5/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 4/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Roof Live Snow Vertical Load Location (Side) Spacing (0.90) (non -snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 15' 1" 16" 15.0 20.0 25.0 Default Load 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 7 / 14 a FORTE"M3 MEMBER REPORT Addition, Floor Joists 1 piece(s) 2 x 12 HF No.2 @ 16" OC (?ASSED Overall Length: 13 - I 13' 11 ❑2 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) 490 @ 2 1/2" 1367 (2.25") Passed (36%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 408 @ 1' 2 3/4" 1688 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1589 @ 69 1/2" 2577 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.156 @ 6' 9 1/2" 0.329 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.214 @ 6' 9 1/2" 1 0.658 1 Passed (L/737) 1 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A I N/A I N/A I 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 NDS. • 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" 136 362 498 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 136 362 498 1 1/4" Rim Board • Kim boara is assumea to carry au ioaas appuea airectry aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 2" o/c Bottom Edge (Lu) 13' 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 13' 7" 16" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 -parry 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 8 / 14 a" O R T CM MEMBER REPORT QASSED Addition, Typ Header 2 piece(s) 2 x 8 HF No.2 Overall Length: L 4' 6" 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) 832 @ 0 1823 (1.50") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 577 @ 8 3/4" 2501 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 989 @ 2' 4 1/2" 2569 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.020 @ 2' 4 1/2" 0.158 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.032 @ 2' 4 1/2" 1 0.237 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" 330 403 502 1235 None 2 - Trimmer - HF 1.50" 1.50" 1 1.50" 330 403 502 1235 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 9" o/c Bottom Edge (Lu) 4' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' 9" N/A 5.5 1 - Uniform (PLF) 0 to 4' 9" N/A 133.5 169.5 211.5 Linked from: Roof Rafters, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 9 / 14 a" O R T CM MEMBER REPORT QANSED Deck Framing, Deck Joist 1 piece(s) 2 x 8 HF No.2 @ 16" OC Overall Length: L 7 L 11 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) 369 @ 2 1/2" 1367 (2.25") Passed (27%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 290 @ 10 3/4" 1088 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 642 @ T 9 1/2" 1284 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.077 @ T 9 1/2" 0.179 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.096 @ T 9 1/2" 0.358 1 Passed (L/897) 1 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A N/A I N/A I 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 NDS. • 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" 76 303 379 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 76 303 379 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing 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. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 7' 7" 16" 15.0 60.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 10 / 14 a FORTE"M3 MEMBER REPORT Deck Framing, Deck Beam 1 piece(s) 6 x 10 DF No.1 6M15SED Overall Length: 1 :- L 10 I 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) 3078 @ 2" 7796 (3.50") Passed (39%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2448 @ P 1" 5922 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7640 @ 5' 3 1/2" 9307 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.180 @ 5' 3 1/2" 0.342 Passed (L/685) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.230 @ 5' 3 1/2" 0.512 Passed (L/535) 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. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 673 2405 3078 Blocking 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 673 2405 3078 Blocking • rsiocKmg vaneis are assumea to carry no ioaas appnea airecay aoove mem ano me run ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7" o/c Bottom Edge (Lu) 10' 7" 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 10' 7" N/A 13.2 1 - Uniform (PLF) 0 to 30' 7" (Front) N/A 57.0 227.3 Linked from: Deck Joist, Support 1 2 - Uniform (PLF) 0 to 10' 7" (Front) N/A 57.0 227.3 Linked from: Deck Joist, Support 2 System : Floor Member Type : Drop 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 11 / 14 a FORTE'M3 MEMBER REPORT Deck Framing, Deck Beam - Edge 1 piece(s) 4 x 10 HF No.2 W SSED 0 Overall Length: 10' 10' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1548 @ 2" 4961 (3.50") Passed (31%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1237 @ 1' 3/4" 3238 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3841 @ 5' 3 1/2" 4242 Passed (91%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.188 @ 5' 3 1/2" 0.342 Passed (L/654) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.242 @ 5' 3 1/2" 0.512 Passed (L/508) 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 - Stud wall - HF 3.50" 3.50" 1.50" 345 1203 1548 Blocking 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 345 1203 1548 Blocking • NOCKmg Faneis are assumeo to carry no ioads appned oireary anove tnem ano the run ioao is appnea to the memner Ding oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 7" O/c Bottom Edge (Lu) 10' 7" 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 10' 7" N/A 8.2 1 - Uniform (PLF) 0 to 10' 7" (Front) N/A 57.0 227.3 Linked from: Deck Joist, Support 1 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 12 / 14 a" O R T CM MEMBER REPORT QSSEr Deck Framing, Dbl Joist @ Steps 1 piece(s) 2 x 8 HF No.2 @ 16" OC Overall Length: L 7 L 11 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) 535 @ 7' 4 1/2" 1367 (2.25") Passed (39%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 456 @ 6' 8 1/4" 1088 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 870 @ 4' 4 9/16" 1284 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.104 @ 3' 10 5/8" 0.179 Passed (L/825) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.130 @ 3' 10 5/8" 1 0.358 1 Passed (L/660) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A I N/A I 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 NDS. • 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" 88 350 438 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 109 436 545 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing 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. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 7' 7" 16" 15.0 60.0 Default Load 2 - Point (lb) 5' 6" N/A 45 180 user Notes System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 13 / 14 a FORTE'M3 MEMBER REPORT Deck Framing, Head @ Steps 1 piece(s) 2 x 8 HF No.2 (?ASSED 0 Overall Length: 6' a' 5191, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 662 @ 2" 2126 (3.50") Passed (31%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 475 @ 10 3/4" 1088 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 941 @ 3' 2" 1117 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.078 @ 3' 2" 0.150 Passed (L/927) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.098 @ 3' 2" 0.200 Passed (L/732) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 139 523 662 Blocking 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 139 523 662 Blocking • NOCKmg Naneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioaa is appnea to the member Deing oesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 4" o/c Bottom Edge (Lu) 64" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 0 to 6' 4" N/A 2.8 1 - Uniform (PSF) 0 to 6' 4" (Front) 2' 9" 15.0 60.0 Default Load 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 11/18/2021 1:49:09 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 21-32 - Manogaran Res Page 14 / 14 CAITLIN ROSE ENGINEERING, LLC 1:iR Caitlin R. Wilhelm, PE Project Title: Manogaran Residence C18 Engineer: CRW Project ID: 21-32 Project Descr: Printed: 13 NOV 2021, 5:01PM Wood Beam File: Structural Calculations - Manogaran.ec6 IRTWIMATZ11'.111 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Wood Beam @ Patio Cover - North Side CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE7-16 Fb- 1,850.0psi Ebend-xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0233) Lr(0.31) S(0.387) 3.5x10.5 Span = 9.50 ft )plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2330, Lr = 0.310, S = 0.3870 , Tributary Width =1.0 ft, (Joist RXN) Maximum Bending Stress Ratio = 0.4731 Maximum Shear Stress Ratio = 0.322 : 1 Section used for this span 3.5x10.5 Section used for this span 3.5x10.5 fb: Actual = 1,305.07psi fv: Actual = 98.27 psi Fb: Allowable = 2,760.00psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.750ft Location of maximum on span = 8.633 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.117 in Ratio = 971 >=500 Max Upward Transient Deflection 0.000 in Ratio = 0 <500 Max Downward Total Deflection 0.188 in Ratio = 606>=500 Max Upward Total Deflection 0.000 in Ratio = 0 <500 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M ib Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.227 0.155 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.63 490.45 2160.00 0.90 36.93 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.381 0.260 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.13 1,142.99 3000.00 2.11 86.06 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.473 0.322 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.99 1,305.07 2760.00 2.41 98.27 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.327 0.223 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.25 979.86 3000.00 1.81 73.78 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.399 0.272 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.90 1,101.42 2760.00 2.03 82.93 304.75 +0.601) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.077 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 294.27 3840.00 0.54 22.16 424.00 CAITLIN ROSE Project Title: Manogaran Residence C19 1:iR Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 13 NOV 2021, 5:01PM Wood Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 IRTWIMATZ11'.111 DESCRIPTION: Wood Beam @ Patio Cover- North Side Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. °+° Defl Location in Span +D+S 1 0.1880 4.785 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.945 2.945 Overall MINimum 1.838 1.838 D Only 1.107 1.107 +D+Lr 2.579 2.579 +D+S 2.945 2.945 +D+0.750Lr 2.211 2.211 +D+0.750S 2.485 2.485 +0.60D 0.664 0.664 Lr Only 1.473 1.473 S Only 1.838 1.838 1:iRCAITLIN ROSE Eng nets Title: CRW garan Residence C20 ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 15 NOV 2021, 1:58PM Steel Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Steel Beam @ Patio Cover CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending 12) L_r(0.157) S(O.196 H SS 1 Ox6x5/8 Span = 21 _O ft Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.120, Lr = 0.1570, S = 0.1960 k/ft, Tributary Width =1.0 ft, (Joist RXN) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.136 : 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span HSS10x6x5/8 Section used for this span HSS10x6x5/8 Ma: Applied 17.420 k-ft Va : Applied 3.318 k Mn / Omega: Allowable 127.994 k-ft Vn/Omega : Allowable 172.359 k Load Combination +D+S Load Combination +D+S Location of maximum on span 10.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.148 in Ratio = 1,704>=720. Max Upward Transient Deflection 0.000 in Ratio = 0 <720.0 Max Downward Total Deflection 0.238 in Ratio = 1057 >=720. Max Upward Total Deflection 0.000 in Ratio = 0 <720.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 21.00 ft 1 0.052 0.007 6.62 6.62 213.75 127.99 1.00 1.00 1.26 287.84 172.36 +D+Lr Dsgn. L = 21.00 ft 1 0.119 0.017 15.27 15.27 213.75 127.99 1.00 1.00 2.91 287.84 172.36 +D+S Dsgn. L = 21.00 ft 1 0.136 0.019 17.42 17.42 213.75 127.99 1.00 1.00 3.32 287.84 172.36 +D+0.750Lr Dsgn. L = 21.00 ft 1 0.102 0.014 13.11 13.11 213.75 127.99 1.00 1.00 2.50 287.84 172.36 +D+0.750S Dsgn. L = 21.00 ft 1 0.115 0.016 14.72 14.72 213.75 127.99 1.00 1.00 2.80 287.84 172.36 +0.60D Dsgn. L = 21.00 ft 1 0.031 0.004 3.97 3.97 213.75 127.99 1.00 1.00 0.76 287.84 172.36 Overall Maximum Deflections Load Combination Span Max. " 11 Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2383 10.560 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.318 3.318 Overall MINimum 0.756 0.756 D Only 1.260 1.260 +D+Lr 2.909 2.909 1:iRCAITLIN ROSE Eng nets Title: CRW garan Residence C21 ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 15 NOV 2021, 1:58PM Steel Beam File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Steel Beam @ Patio Cover Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+S 3.318 3.318 +D+0.750Lr 2.496 2.496 +D+0.750S 2.804 2.804 +0.60D 0.756 0.756 Lr Only 1.649 1.649 S Only 2.058 2.058 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Manogaran Residence C22 Engineer: CRW Project ID: 21-32 Project Descr: Printed: 17 NOV 2021, 5:42PM General Footing File: Structural Calculations - Manogaran.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Edge Deck 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 fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp 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 Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2.0 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 when max. length or width is greater than = ft No 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 = OB : Overburden = M-xx = M-zz = V-x = V-z = 2.0 ft 2.0 ft 12.0 in in in in 3.0 in 3 # 4 3 # 4 n/a n/a n/a D Lr 0.690 3-#4 Bars X-X Section Looking to +Z L S 2.406 Z 3 #4— W E H k ksf k-ft k-ft k k Project Title: Manogaran Residence C23 1:iR CAITLIN ROSE Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 17 NOV 2021, 5:42PM General FootingFile: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Edge Deck Ftg DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6493 Soil Bearing 0.9740 ksf 1.50 ksf +D+L 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 nla 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 0.05009 Z Flexure (+X) 0.5847 k-ft/ft 11.674 k-ft/ft +1.20D+1.60L PASS 0.05009 Z Flexure (-X) 0.5847 k-ft/ft 11.674 k-ft/ft +1.20D+1.60L PASS 0.05009 X Flexure (+Z) 0.5847 k-ft/ft 11.674 k-ft/ft +1.20D+1.60L PASS 0.05009 X Flexure (-Z) 0.5847 k-ft/ft 11.674 k-ft/ft +1.20D+1.60L PASS 0.03465 1-way Shear (+X) 2.599 psi 75.0 psi +1.20D+1.60L PASS 0.03465 1-way Shear (-X) 2.599 psi 75.0 psi +1.20D+1.60L PASS 0.03465 1-way Shear (+Z) 2.599 psi 75.0 psi +1.20D+1.60L PASS 0.03465 1-way Shear (-Z) 2.599 psi 75.0 psi +1.20D+1.60L PASS 0.08235 2-way Punching 12.352 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I 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 0.3725 0.3725 n/a n/a 0.248 X-X, +D+L 1.50 n/a 0.0 0.9740 0.9740 n/a n/a 0.649 X-X, +D+0.750L 1.50 n/a 0.0 0.8236 0.8236 n/a n/a 0.549 X-X, +0.60D 1.50 n/a 0.0 0.2235 0.2235 n/a n/a 0.149 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.3725 0.3725 0.248 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 0.9740 0.9740 0.649 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.8236 0.8236 0.549 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2235 0.2235 0.149 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 inA2 k-ft X-X, +1.40D 0.1208 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.40D 0.1208 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60L 0.5847 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+1.60L 0.5847 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+L 0.4043 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D+L 0.4043 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 0.1035 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +1.20D 0.1035 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D 0.07763 +Z Bottom 0.2592 Min Temp % 0.30 11.674 OK X-X, +0.90D 0.07763 -Z Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.40D 0.1208 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.40D 0.1208 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60L 0.5847 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+1.60L 0.5847 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+L 0.4043 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D+L 0.4043 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK CAITLIN ROSE Project Title: Manogaran Residence C24 1:iR Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 17 NOV 2021, 5:42PM General Footin File: Structural Calculations - Manogaran.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 �.� DESCRIPTION: Edge Deck Ftg 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 Z-Z, +1.20D 0.1035 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +1.20D 0.1035 +X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D 0.07763 -X Bottom 0.2592 Min Temp % 0.30 11.674 OK Z-Z, +0.90D 0.07763 +X Bottom 0.2592 Min Temp % 0.30 11.674 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 0.54 psi 0.54 psi 0.54 psi 0.54 psi 0.54 psi 75.00 psi 0.01 OK +1.20D+1.60L 2.60 psi 2.60 psi 2.60 psi 2.60 psi 2.60 psi 75.00 psi 0.03 OK +1.20D+L 1.80 psi 1.80 psi 1.80 psi 1.80 psi 1.80 psi 75.00 psi 0.02 OK +1.20D 0.46 psi 0.46 psi 0.46 psi 0.46 psi 0.46 psi 75.00 psi 0.01 OK +0.90D 0.35 psi 0.35 psi 0.35 psi 0.35 psi 0.35 psi 75.00 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 2.55 psi 150.00psi 0.01701 OK +1.20D+1.60L 12.35 psi 150.00psi 0.08235 OK +1.20D+L 8.54 psi 150.00psi 0.05693 OK +1.20D 2.19 psi 150.00psi 0.01458 OK +0.90D 1.64 psi 150.00psi 0.01093 OK 1:iRCAITLIN ROSE ENGINEERING, LLC Caitlin R. Wilhelm, PE Project Title: Manogaran Residence C25 Engineer: CRW Project ID: 21-32 Project Descr: Printed: 16 NOV 2021, 3:11PM General Footing File: Structural Calculations - Manogaran.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Center Deck 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 fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp 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 Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2.0 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 when max. length or width is greater than = ft No Width parallel to X-X Axis = 2.5 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 12.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = Z ------------------------------------------ 4 #4B,, < B48ars X-X Section Looking to+Z x-x scrum Lo g x L S W E H 1.346 0.0 4.810 0.0 k ksf k-ft k-ft k k Project Title: Manogaran Residence C26 1:iR CAITLIN ROSE Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 16 NOV 2021, 3:11PM General FootingFile: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Center Deck Ftg DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.790 Soil Bearing 1.185 ksf 1.50 ksf +D+L 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 0.09373 Z Flexure (+X) 1.164 k-ft/ft 12.418 k-ft/ft +1.20D+1.60L PASS 0.09373 Z Flexure (-X) 1.164 k-ft/ft 12.418 k-ft/ft +1.20D+1.60L PASS 0.09373 X Flexure (+Z) 1.164 k-ft/ft 12.418 k-ft/ft +1.20D+1.60L PASS 0.09373 X Flexure (-Z) 1.164 k-ft/ft 12.418 k-ft/ft +1.20D+1.60L PASS 0.09196 1-way Shear (+X) 6.897 psi 75.0 psi +1.20D+1.60L PASS 0.09196 1-way Shear (-X) 6.897 psi 75.0 psi +1.20D+1.60L PASS 0.09196 1-way Shear (+Z) 6.897 psi 75.0 psi +1.20D+1.60L PASS 0.09196 1-way Shear (-Z) 6.897 psi 75.0 psi +1.20D+1.60L PASS 0.1743 2-way Punching 26.152 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I 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 0.4154 0.4154 n/a n/a 0.277 X-X, +D+L 1.50 n/a 0.0 1.185 1.185 n/a n/a 0.790 X-X, +D+0.750L 1.50 n/a 0.0 0.9926 0.9926 n/a n/a 0.662 X-X, +0.60D 1.50 n/a 0.0 0.2492 0.2492 n/a n/a 0.166 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4154 0.4154 0.277 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.185 1.185 0.790 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.9926 0.9926 0.662 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2492 0.2492 0.166 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 inA2 k-ft X-X, +1.40D 0.2356 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.40D 0.2356 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+1.60L 1.164 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+1.60L 1.164 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+L 0.8032 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D+L 0.8032 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D 0.2019 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +1.20D 0.2019 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +0.90D 0.1514 +Z Bottom 0.2592 Min Temp % 0.320 12.418 OK X-X, +0.90D 0.1514 -Z Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.40D 0.2356 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.40D 0.2356 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D+1.60L 1.164 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D+1.60L 1.164 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D+L 0.8032 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D+L 0.8032 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK CAITLIN ROSE Project Title: Manogaran Residence C27 1:iR Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 16 NOV 2021, 3:11PM General Footin File: Structural Calculations - Manogaran.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 �.� DESCRIPTION: Center Deck Ftg 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 Z-Z, +1.20D 0.2019 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +1.20D 0.2019 +X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +0.90D 0.1514 -X Bottom 0.2592 Min Temp % 0.320 12.418 OK Z-Z, +0.90D 0.1514 +X Bottom 0.2592 Min Temp % 0.320 12.418 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 1.40 psi 1.40 psi 1.40 psi 1.40 psi 1.40 psi 75.00 psi 0.02 OK +1.20D+1.60L 6.90 psi 6.90 psi 6.90 psi 6.90 psi 6.90 psi 75.00 psi 0.09 OK +1.20D+L 4.76 psi 4.76 psi 4.76 psi 4.76 psi 4.76 psi 75.00 psi 0.06 OK +1.20D 1.20 psi 1.20 psi 1.20 psi 1.20 psi 1.20 psi 75.00 psi 0.02 OK +0.90D 0.90 psi 0.90 psi 0.90 psi 0.90 psi 0.90 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 5.29 psi 150.00psi 0.03528 OK +1.20D+1.60L 26.15 psi 150.00psi 0.1743 OK +1.20D+L 18.05 psi 150.00psi 0.1203 OK +1.20D 4.54 psi 150.00psi 0.03024 OK +0.90D 3.40 psi 150.00psi 0.02268 OK 1:iRCAITLIN ROSE Eng nets Title: CRW garan Residence C28 ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 16 NOV 2021, 3:OOPM General Footing File: Structural Calculations - Manogaran.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: HSS 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 fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density tp 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 Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 2.0 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 = 0.0 ksf = 0.00180 when footing base is below = 0.0 ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = 0.0 ksf No when max. length or width is greater than - 0.0 ft No Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px : parallel to X-X Axis = 0.0 in pz : parallel to Z-Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr Z 4-#4 Bars X-X Section Looking to +Z L S W E 1 0 P : Column Load = 1.890 2.470 0.0 3.090 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 1:iRCAITLIN ROSE Eng nets Title: CRW garan Residence C29 ENGINEERING, LLC Project ID: 21-32 Caitlin R. Wilhelm, PE Project Descr: Printed: 16 NOV 2021, 3:00PM General FootingFile: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: HSS Ftg DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9753 Soil Bearing 1.463 ksf 1.50 ksf +D+S 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 nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS nla Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.03447 Z Flexure (+X) 0.9015 k-ft/ft 26.153 k-ft/ft +1.20D+1.60S PASS 0.03447 Z Flexure (-X) 0.9015 k-ft/ft 26.153 k-ft/ft +1.20D+1.60S PASS 0.03447 X Flexure (+Z) 0.9015 k-ft/ft 26.153 k-ft/ft +1.20D+1.60S PASS 0.03447 X Flexure (-Z) 0.9015 k-ft/ft 26.153 k-ft/ft +1.20D+1.60S PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 4.933 psi 75.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I 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 0.690 0.690 n/a n/a 0.460 X-X, +D+Lr 1.50 n/a 0.0 1.308 1.308 n/a n/a 0.872 X-X, +D+S 1.50 n/a 0.0 1.463 1.463 n/a n/a 0.975 X-X, +D+0.750Lr 1.50 n/a 0.0 1.153 1.153 n/a n/a 0.769 X-X, +D+0.750S 1.50 n/a 0.0 1.269 1.269 n/a n/a 0.846 X-X, +0.60D 1.50 n/a 0.0 0.4140 0.4140 n/a n/a 0.276 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.690 0.690 0.460 Z-Z, +D+Lr 1.50 0.0 n/a n/a n/a 1.308 1.308 0.872 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.463 1.463 0.975 Z-Z, +D+0.750Lr 1.50 0.0 n/a n/a n/a 1.153 1.153 0.769 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.269 1.269 0.846 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.4140 0.4140 0.276 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 0.3308 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.40D 0.3308 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+0.50Lr 0.4379 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+0.50Lr 0.4379 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+0.50S 0.4766 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+0.50S 0.4766 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+1.60Lr 0.7775 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+1.60Lr 0.7775 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+1.60S 0.9015 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+1.60S 0.9015 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +0.90D 0.2126 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +0.90D 0.2126 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK ROSE Project Title: Manogaran Residence C30 ITRCAITLIN Engineer: CRW ENGINEERING, LLC Project ID: 21-32 Project Descr: Caitlin R. Wilhelm, PE Printed: 16 NOV 2021, 3:00PM General Footin g File: Structural Calculations - Manogaran.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.208.24 DESCRIPTION: HSS Ftg 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. +1.20D+0.20S 0.3608 +Z Bottom 0.3888 Min Temp % 0.40 26.153 OK X-X, +1.20D+0.20S 0.3608 -Z Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.40D 0.3308 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.40D 0.3308 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z. +1.20D+0.50Lr 0.4379 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+0.50Lr 0.4379 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z. +1.20D+0.50S 0.4766 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+0.50S 0.4766 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+1.60Lr 0.7775 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+1.60Lr 0.7775 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+1.60S 0.9015 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+1.60S 0.9015 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +0.90D 0.2126 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +0.90D 0.2126 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+0.20S 0.3608 -X Bottom 0.3888 Min Temp % 0.40 26.153 OK Z-Z, +1.20D+0.20S 0.3608 +X Bottom 0.3888 Min Temp % 0.40 26.153 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50Lr 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60Lr 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +0.90D 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.20S 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 1.81 psi 150.00psi 0.01207 OK +1.20D+0.50Lr 2.40 psi 150.00psi 0.01597 OK +1.20D+0.50S 2.61 psi 150.00psi 0.01739 OK +1.20D+1.60Lr 4.25 psi 150.00psi 0.02836 OK +1.20D+1.60S 4.93 psi 150.00psi 0.03289 OK +0.90D 1.16 psi 150.00psi 0.007757 OK +1.20D+0.20S 1.97 psi 150.00psi 0.01316 OK Project: Manogaran Residence SheetQ# 1 9 CAITLIN ROSE Project #:21-32 By:CRW ENGINEERING Shear Wall Summary Date: Novemberr 11, 2021 Caitlin R. Wilhelm, PE WOOD SHEAR WALL CALCULATIONS & SUMMARY UDDer Floor 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 tlRAAM 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 E-1 FTAO 571 (2) 2x6 22 9 0.41 1.00 70 SW-6 135 223 1705 -1238 NO HD REQ'D S-1 FTAO 571 13 9 0.69 1.00 68 SW-6 143 120 863 -73 NO HD REQ'D (2) 2X6 C32 Project Information Code: 20181BC Date: 11-Nov-21 Designer: CRW Client: Bethards Architecture & Design Project: Manogaran Residence Wall Line: South Wall L3(ft) Lol(ft) L2(ft) V (lb L.�an{ft] Shear Wall Calculation Variables V 571 lbf L1 6.25 ft Opening 1 ha1 1.25 ft Adj. Factor Metho Wall Pier Aspect Ratio L2 3.50 ft hol 3.25 ft P1=hot/L1= 0.52 h_11 9.00 ft hb1 4.50 ft P2=ho2/L2= 0.93 L-11 12.75 ft Lol 3.00 ft 1. Hold-down forces: H = Vhw, ,/L,,, , 403 lbf 2. Unit shear above+ below opening First opening: val = vbl = H/(hal+hbl) = 70 plf 3. Total boundary force above + below openings First opening: 01 = vat x (Lo1) = 210 lbf 4. Corner forces Fl = Ol(Ll)/(Ll+L2) = 135 lbf F2 = O1(L2)/(L1+L2) = 75 lbf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 1.92 ft T2 = (L2*Lo1)/(L1+L2) = 1.08 ft 6. Unit shear beside opening .Factor N/A N/A Vl = (V/L)(Ll+Tl)/Ll = 59 plf V2 = (V/L)(T2+L2)/L2 = 59 plf Check Vl*Ll+V2*L2=V? 571 lbf OK 7. Resistance to corner forces R1=V1*L1= 3661bf R2=V2*1_2= 2051bf 8. Difference corner force + resistance R1-F1= 231 lbf R2-F2= 1291bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 37 plf vc2 = (R2-F2)/L2 = 37 plf Check Summary of Shear Values for One Opening Line 1:vcl(hal+hbl)+Vl(hol)=H? 213 190 403 lbf Line 2:va1(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0? 403 213 190 0 Line 3:val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 403 213 190 0 Line 4: vc2(hal+hbl)+V2(ho1)=H? 213 190 403 lbf Design Summary* Req. Sheathing Capacity 70 plf 4-Term Deflection 3-Term Deflection Req. Strap Force 135 lbf 4-Term Story Drift % 3-Term Story Drift Req. HD Forte (H) 403 Ibf See Page 2 See Page 3 Req. Shear Wall Anchorage Force N—) 45 plf *The Design Summary assumes that the shear wall is designed as blocked. C33 Project Information Code: 20181BC Date: 11/11/2021 Designer: CRW Client: Bethards Architecture & Design Project: Manogaran Residence Wall Line: East Linn Lolfffi L21xf Lo2nH Mffi v (lb s F L,,,, 00 Shear Wall Calculation Variables V 571 lbf Opening 1 Opening 2 Adj. Factor Method = 21as/h L1 3.25 ft hal43.25 ha2 0.75 ft Wall Pier Aspect Ratio Adj. Factor L2 5.50 ft hol ho2 5.50 ft P1=hot/L1= 1.69 N/A L3 5.50 ft hbl hb2 2.75 ft P2=ho2/L2= 1.00 N/A h-11 9.00 ft Lol Lo2 4.25 ft P3=ho3/L3= 1.00 N/A Lwan 21.75 ft 1. Hold-down forces: H = Vh„..,dL_ll 236 lbf 6. Unit shear beside opening 2. Unit shear above + below opening V1= (V/L)(Ll+Tl)/Ll = 36 plf First opening: vat = vb1 = H/(hal+hbl) = 68 plf V2 = (V/L)(T2+L2+T3)/L2 = 46 plf Second opening: vat = vb2 = H/(ha2+hb2) = 68 plf V3 = (V/L)(T4+L3)/L3 = 36 plf Check V1*L1+V2*L2+V3*L3=V? 571 lbf OK 3. Total boundary force above + below openings First opening: 01 = vat x (Lo1) = 219 lbf 7. Resistance to corner forces Second opening: 02 = vat x (Lo2) = 287 lbf RI = Vl*Ll = 117 lbf R2=V2*1_2= 254 lbf 4. Corner forces R3 = V3*1_3 = 200 lbf F1 = O1(L1)/(L1+L2) = 81 lbf F2 = Ol(L2)/(Ll+L2) = 138 lbf 8. Difference corner force + resistance F3 = O2(L2)/(L2+L3) = 143 lbf R1-F1 = 36 lbf F4 = O2(L3)/(L2+L3) = 143 lbf R24243 = -28 lbf R344= 57 lbf 5. Tributary length of openings T1= (Ll*Lo1)/(L1+L2) = 1.21 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 2.04 ft vc1 = (RI-Fl)/Ll = 11 plf T3 = (L2*Lo2)/(L2+L3) = 2.13 ft vc2 = (R2-F2-F3)/L2 = -5 plf T4 = (L3*Lo2)/(L2+L3) = 2.13 ft vc3 = (R3-F4)/L3 = 10 plf heck Summary of Shear Values for Two Openings ine 1:vcl(hal+hbl)+V1(ho1)=H? 38 198 236 lbf ine 2:va1(hal+hbl)-vc1(hal+hbl)-V1(ho1)=0? 236 38 198 0 ine 3:vc2(hal+hbl)+V2(hol)-val(hal+hbl)=0? -18 254 236 0 ine 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=0? 236 254 -18 0 ine 5:va2(ha2+hb2)-vc3(ha2+hb2)-V3(ho2)=0? 236 36 200 0 ine 6: vc3(ha2+hb2)+ V3(ho2)= H? 36 200 236 lbf Design Summary* Req. Strap Force Req. HD Force Req. Shear Wall Anchorage Force *The Design Summary assumes that the shear wall is designed as blocked.