The URL can be used to link to this page

REVIEWED BLD2024-0295+Structural_Calculations+3.4.2024_1.45.38_PM+4100898WON HAREZLAK ENGINEERING REVIEWED BY CITY OF EDMONDS BLD2024-0295 STRUCTURAL ENGINEERING CALCULATIONS: LAWRENCE RESIDENCE PREPARED BY: PHIL HAREZLAK, PE DATE: 02/23/2024 RECEIVED Jul 16 2024 Page 1 of 37 � HAREZLAK ■ ENGINEERING JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE PROJECT SCOPE: e� NEW DESIGN FOR A REMODEL TO EXISTING SINGLE FAMILY HOME. EXISTING DECK SPACE WILL BE REMODELED INTO A NEW MASTER BEDROOM WITH NEW ROOF STRUCTURE ABOVE. EXISTING FRAMING TO BE REVIEWED AND COMPLY WITH ISSUES STRUCTURAL DRAWINGS AND DETAILS. EXISTING LATERAL DESIGN (PLYWOOD SHEATHING AND NAILING) WILL NEED TO BE VERIFIED AS NOTED ON THE PLANS AND CONFORM TO DETAILS AND SCHEDULES NOTED. TABLE OF CONTENTS: DESIGN CRITERIA: PAGES 1-5 GRAVITY CALCULATIONS: PAGES 6-20 LATERAL CALULATIONS: PAGES 21-37 Page 2 of 37 D PRODUCT207 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTC Hazards by Location Search Information Address: 1217 11th PI N, Edmonds, WA98020, USA Coordinates: 47.8201319,-122.360709 Elevation: 200 ft T i m esta m p: 2023-01-25T00:58:03.228Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year _. 67 mph MRI25-Year 73 mph MRI50-Year 78 mph MRI 100-Year ---------- 83 mph Risk Category 1 92 mph Risk Category II 97 mph Risk Category III __- 104 mph Risk Category IV 108 mph MRI 10-Year------------------------------ 72 mph MRI25-Year 79 mph MRI50-Year 85 mph MRI100-Year----------------------------- 91 mph Risk Category I ------------------------- 100 mph Risk Category11------------------------- 110 mph Risk Category III -IV --------------------- 115 mph ASCE 7-05 ASCE 7-05 Wind Speed --------------- 85 mph 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions 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. Page 3 of 37 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTC Hazards by Location Search Information Address: 1217 11th PI N, Edmonds, WA98020, USA Coordinates: 47.8201319,-122.360709 Elevation: 200 ft T i m esta m p: 2023-01-25T00:58:19.329Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.292 MCER ground motion (period=0.2s) S1 0.456 MCER ground motion (period=1.0s) SMS 1.551 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2s SA SD1 * 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.Os CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.551 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGA, 0.661 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.292 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.422 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.364 Factored deterministic acceleration value (0.2s) S1 RT 0.456 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.509 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.977 Factored deterministic acceleration value (1.0s) PGAd 0.833 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Page 4 of 37 Fro H A R E Z L A K Date: 1/23/2023 ENGINEERING By: PAH Building Design Weights Roof Dead Load Wall Dead Load (Typical) 19/32" Plywood Sheathing 2.0 psf 15/32" Plywood Sheathing 2.0 psf Single Ply Roof Membrane 2.0 psf 5/8" Gypsum Board 1.5 psf Pre-MFR Trusses @ 24" OC 3.0 psf 2x6 Studs @ 16" OC 1.7 psf 2x Ceiling Joists @ 24" OC 1.2 psf R-21 Insulation 3.0 psf 2" Foam Insulation 0.2 psf 3/8" Siding 1.2 psf Fiberglas Wool Insulation Full Depth 2.5 psf Misc. 0.6 psf Containment Membrane 0.5 psf 5/8" Gypsum Board 3.0 psf Total Wall Dead Load 15.0 psf Solar Equipment 5.0 psf Misc. 0.6 otal Roof Dead Load 20.0 Floor Dead Load Floor Finishes 1.0 psf 2x Joist Framing 3.0 psf 23/32" Plywood Sheathing 2.5 psf 2" Spray Foam Insulation 1.5 psf R-21 Batt Insulation 1.5 psf 5/8" Gypsum Board 3.0 psf Misc 2.5 psf Total Floor Dead Load 15 psf Page 5 of 37 WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING LAWRENCE RESIDENCE --GRAVITY CALCULATIONS Page 6 of 37 EILING _LED PER =RAL ;TURAL NOTES HAREZLAK ENGINEERING HAREZLAK ENGINEERING 11745 87th Ave. S. Seattle, WA 98178 PH: 360.224.0627 E: phil@harezlal<engineering.com CONSULTANT STAMP: DRAWN BY: CHECKED BY: MJH APPROVED BY: W V Z W 0 0 r/i o W o0 W ZQ V a� Z = v; z °W [IfO o N�a N [� o Z z U Q^� U 0 Lu 0 N 0 r W REVISIONS: NO. I DESCRIPTION I DATE PROJECT NUMBER: ISSUE DATE: CURRENT REVISION: SHEET NAME: ROOF FRAMING PLAN ROOF FRAMING PLAN SCALE: 1/4" = V-0" SHEET NUMBER: S2*2 Page 7 of 37 1 Project Title: H A R E Z LA K Engineer: Project ID: iENGINEERING Project Descr: Wood Beam LIC# : KW-06017599, Build:20.22.12.28 HAREZLAK ENGINEERING DESCRIPTION: R.131 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 + 2800 psi Load Combination ASCE 7-16 Fb - 2800 psi Fc - Prll 3000 psi Wood Species Boise Cascade Fc - Perp 750 psi Wood Grade Versa Lam 2800 Fv 285 psi Ft 2100 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling 3.5x9.25 Span =10.50ft Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 2000ksi Eminbend - xx 2530120482ksi Density 41.76 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 17.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.700 1 Maximum Shear Stress Ratio = 0.444 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb: Actual = 2,319.36psi fv: Actual = 145.41 psi F'b = 3,314.48psi F'v = 327.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.261 in Ratio = 483> 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.417 in Ratio = 302 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.335 0.213 0.90 1.00 1.00 1.00 1.029 1.00 1.00 1.00 3.62 869.8 2,593.9 1.18 54.5 256.5 +D+S 1.00 1.00 1.00 1.029 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.700 0.444 1.15 1.00 1.00 1.00 1.029 1.00 1.00 1.00 9.65 2,319.4 3,314.5 3.14 145.4 327.8 +D+0.750S 1.00 1.00 1.00 1.029 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.590 0.374 1.15 1.00 1.00 1.00 1.029 1.00 1.00 1.00 8.14 1,957.0 3,314.5 2.65 122.7 327.8 +0.60D 1.00 1.00 1.00 1.029 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.113 0.072 1.60 1.00 1.00 1.00 1.029 1.00 1.00 1.00 2.17 521.9 4,611.5 0.71 32.7 456.0 Page 8 of 37 HAREZLAK ■ ENGINEERING Wood Beam LIC# : KW-06017599, Build:20.22.12.28 DESCRIPTION: R.132 Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Douglas Fir -Larch Fc - Perp Wood Grade No.1 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling 6x12 Span =17.50ft 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1700ksi Eminbend - xx 620ksi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.989. 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 909.43psi fv: Actual = 44.35 psi F'b = 920.00psi F'v = 165.60 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.283 in Ratio = 742 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.453 in Ratio = 464 > 180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.474 0.128 0.90 1.00 1.00 1.00 1.000 1.00 0.80 1.00 3.45 341.0 720.0 0.70 16.6 129.6 +D+S 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.989 0.268 1.15 1.00 1.00 1.00 1.000 1.00 0.80 1.00 9.19 909.4 920.0 1.87 44.3 165.6 +D+0.750S 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.834 0.226 1.15 1.00 1.00 1.00 1.000 1.00 0.80 1.00 7.75 767.3 920.0 1.58 37.4 165.6 +0.60D 1.00 1.00 1.00 1.000 1.00 0.80 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.160 0.043 1.60 1.00 1.00 1.00 1.000 1.00 0.80 1.00 2.07 204.6 1,280.0 0.42 10.0 230.4 Page 9 of 37 EXISTING FRAMING AND RAILING TO REMAIN 12/S4.2 HAREZLAK ENGINEERING HAREZLAK ENGINEERING 11745 87th Ave. S. Seattle, WA 98178 PH: 360.224.0627 E: phil@harezlal<engineering.com CONSULTANT STAMP: MJH W V Z W 0 0 zn� o W 00 W ZQ V a� Z =� z °W N�a N [� o Z Oo z U Q^� U 0 Lu 0 N 0 r W REVISIONS: NO. I DESCRIPTION DATE PROJECT NUMBER: ISSUE DATE: CURRENT REVISION: SHEET NAME: UPPER FLOOR FRAMING PLAt UPPER FL SCALE: 1/4" = 1'-0" OOR FRAMING PLAN SHEET NUMBER: S2*1 Page 10 of 37 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Lawrence RES.ec6 LIC# : KW-06017599, Build:20.22.12.28 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 2.J 1 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 + 1,000.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,000.0 psi Ebend- xx 1,700.Oksi Fc - Prll 1,500.0 psi Eminbend - xx 620.Oksi Wood Species Douglas Fir -Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase 2x12 Span =17.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.926: 1 Maximum Shear Stress Ratio = 0.284 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 1,064.43psi fv: Actual = 51.20 psi F'b = 1,150.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.374 in Ratio = 561 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.514 in Ratio = 408 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx D Only Moment Values CIF Cfu C I C r M fb F'b 0.0 Length = 17.50 ft 1 0.280 0.086 0.90 1.00 1.00 1.00 1.000 +D+L 1.00 1.00 1.00 1.000 Length = 17.50 ft 1 0.926 0.284 1.00 1.00 1.00 1.00 1.000 +D+0.750L 1.00 1.00 1.00 1.000 Length = 17.50 ft 1 0.606 0.186 1.25 1.00 1.00 1.00 1.000 +0.60D 1.00 1.00 1.00 1.000 Length = 17.50 ft 1 0.095 0.029 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.77 290.3 1,035.0 1.00 1.00 1.15 0.0 1.00 1.00 1.15 2.81 1,064.4 1,150.0 1.00 1.00 1.15 0.0 1.00 1.00 1.15 2.30 870.9 1,437.5 1.00 1.00 1.15 0.0 1.00 1.00 1.15 0.46 174.2 1,840.0 Shear Values V fv F'v 0.00 0.0 0.0 0.16 14.0 162.0 0.00 0.0 0.0 0.58 51.2 180.0 0.00 0.0 0.0 0.47 41.9 225.0 0.00 0.0 0.0 0.09 8.4 288.0 Page 11 of 37 Project Title: H A R E Z LA K Engineer: Project ID: iENGINEERING Project Descr: Wood Beam LIC# : KW-06017599, Build:20.22.12.28 HAREZLAK ENGINEERING DESCRIPTION: 2.131 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 + 850 psi Load Combination ASCE 7-16 Fb - 850 psi Fc - Prll 1300 psi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling CMPA Span = 11.0 ft Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 470ksi Density 26.84 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, S = 0.040 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.5031 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 540.85psi fv: Actual = 38.36 psi F'b = 1,075.25psi F'v = 172.50 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.500ft Location of maximum on span = 10.077ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio = 1344 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.135 in Ratio = 977 -180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.175 0.077 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.91 147.5 841.5 0.27 10.5 135.0 +D+S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.503 0.222 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.33 540.9 1,075.3 1.01 38.4 172.5 +D+0.750S 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.412 0.182 1.15 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.72 442.5 1,075.3 0.82 31.4 172.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 11.0 ft 1 0.059 0.026 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.54 88.5 1,496.0 0.16 6.3 240.0 Page 12 of 37 Project Title: H A R E Z LA K Engineer: Project ID: iENGINEERING Project Descr: Wood Beam LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK ENGINEERING DESCRIPTION: 2.132 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 + 2,800.0 psi Load Combination ASCE 7-16 Fb - 2,800.0 psi Fc - Prll 3,000.0 psi Wood Species Boise Cascade Fc - Perp 750.0 psi Wood Grade Versa Lam 2800 Fv 285.0 psi Ft 2,100.0 psi Beam Bracing Beam is Fully Braced against lateral -torsional buckling D 0.135 L 0.36 IS D(0.008) 5.25x16 Span = 18.0 ft Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2023 E : Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend -xx 1,036.83ksi Density 41.760pcf D(0.27) S(0,45) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.50 ft, Tributary Width = 18.0 ft, (PARTIAL ROOF LOAD) Uniform Load : D = 0.0080 , Tributary Width = 1.0 ft, (WALL LOAD) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR LOAD) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 13.50 - > 18.0 ft, Tributary Width = 18.0 ft, (PARTIAL ROOF LOAD) Point Load : D = 1.40, S = 2.30 k @ 4.50 ft Point Load : D = 1.40, S = 2.30 k @ 13.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.635 1 Maximum Shear Stress Ratio = 0.449 : 1 Section used for this span 5.25x16 Section used for this span 5.25x16 fb: Actual = 1,978.93psi fv: Actual = 147.05 psi F'b = 3,118.70psi F'v = 327.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 9.000ft Location of maximum on span = 16.686ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio = 793 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.643 in Ratio = 336 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr D Only Length = 18.0 ft 1 0.325 +D+L Length = 18.0 ft 1 0.581 +D+S 0.234 0.90 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.384 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 Moment Values Shear Values M fb F'b V fv F'v 0.0 0.00 0.0 0.0 14.83 794.2 2,440.7 3.36 60.0 256.5 0.0 0.00 0.0 0.0 29.41 1,575.3 2,711.9 6.13 109.4 285.0 0.0 0.00 0.0 0.0 Page 13 of 37 HAREZLAK ■ ENGINEERING Wood Beam LIC# : KW-06017599, Build:20.23.08.30 DESCRIPTION: 2.133 Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 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 + Load Combination ASCE 7-16 Fb - Fc - Prll Wood Species Boise Cascade Fc - Perp Wood Grade Versa Lam 2800 Fv Ft Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(3.9) L(3.2) S(4.3) NWIMM -1 Span = 20.0 ft Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2023 2,800.0 psi E : Modulus of Elasticity 2,800.0 psi Ebend- xx 2,000.0 ksi 3,000.0 psi Eminbend - xx 1,036.83ksi 750.0 psi 285.0 psi 2,100.0 psi Density 41.760pcf D(0.9),S(1.4) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 9.0 ft Point Load : D = 3.90, L = 3.20, S = 4.30 k @ 6.0 ft Point Load : D = 0.90, S = 1.40 k @ 15.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.823 1 Maximum Shear Stress Ratio = 0.473 : 1 Section used for this span 5.25x16 Section used for this span 5.25x16 fb: Actual = 2,567.88psi fv: Actual = 155.15 psi F'b = 3,118.70psi F'v = 327.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 5.985ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.354 in Ratio = 677>=360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.807 in Ratio = 297 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Maax Stress Ratios Moment alues ____S�iear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.426 0.241 0.90 1.00 1.00 1.00 0.969 1.00 1.00 1.00 19.39 1,038.7 2,440.7 3.47 61.9 256.5 +D+L 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.738 0.443 1.00 1.00 1.00 1.00 0.969 1.00 1.00 1.00 37.34 2,000.2 2,711.9 7.07 126.2 285.0 +D+S 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.679 0.372 1.15 1.00 1.00 1.00 0.969 1.00 1.00 1.00 39.50 2,116.1 3,118.7 6.83 121.9 327.8 +D+0.750L 1.00 1.00 1.00 0.969 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 20.0 ft 1 0.519 0.309 1.25 1.00 1.00 1.00 0.969 1.00 1.00 1.00 32.85 1,759.9 3,389.9 6.17 110.1 356.3 Page 14 of 37 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Lawrence RES.ec6 LIC# : KW-06017599, Build:20.22.12.28 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 2.134 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 + 2800 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2800 psi Ebend- xx 2000ksi Fc - Prll 3000 psi Eminbend - xx ?530120482ksi Wood Species Boise Cascade Fc - Perp 750 psi Wood Grade Versa Lam 2800 Fv 285 psi Ft 2100 psi Density 41.76 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling Span = 3.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0080 , Tributary Width = 1.0 ft Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft Point Load : D = 2.80, L = 0.80, S = 4.10 k @ 1.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.65a 1 Maximum Shear Stress Ratio = Section used for this span 3.5x7.25 Section used for this span fb: Actual = 2,233.24psi fv: Actual = F'b = 3,405.43psi F'v = Load Combination +D+S Load Combination Location of maximum on span = 1.252ft Location of maximum on span = Span # where maximum occurs = Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio = 1589 -360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.045 in Ratio = 933 > 240 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Maax Stress Ratios Segment Length Span # M V CD CM Ct CLx D Only Moment a ues CIF Cfu C i Cr M fb F'b 0.0 Length = 3.50 ft 1 0.344 0.433 0.90 1.00 1.00 1.00 1.058 +D+L 1.00 1.00 1.00 1.058 Length = 3.50 ft 1 0.410 0.515 1.00 1.00 1.00 1.00 1.058 +D+S 1.00 1.00 1.00 1.058 Length = 3.50 ft 1 0.656 0.824 1.15 1.00 1.00 1.00 1.058 +D+0.750L 1.00 1.00 1.00 1.058 Length = 3.50 ft 1 0.308 0.387 1.25 1.00 1.00 1.00 1.058 1.00 1.00 1.00 2.34 917.3 2,665.1 1.00 1.00 1.00 0.0 1.00 1.00 1.00 3.10 1,212.8 2,961.2 1.00 1.00 1.00 0.0 1.00 1.00 1.00 5.71 2,233.2 3,405.4 1.00 1.00 1.00 0.0 1.00 1.00 1.00 2.91 1.138.9 3.701.6 0.824 : 1 3.5x7.25 270.23 psi 327.75 psi +D+S 0.000 ft Span # 1 Shear Values V fv F'v 0.00 0.0 0.0 1.88 111.0 256.5 0.00 0.0 0.0 2.48 146.9 285.0 0.00 0.0 0.0 4.57 270.2 327.8 0.00 0.0 0.0 2.33 137.9 356.3 Page 15 of 37 3.6k DL+ 3.4k SL + 4.1 K LL F1 ------------- - -------- - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - , -----------------------------------------------------------J HAREZLAK ENGINEERING HAREZLAK ENGINEERING 11745 87th Ave. S. Seattle, WA 98178 PH: 360.224.0627 E: phil@harezlal<engineering.com CONSULTANT STAMP: DRAWN BY: TA CHECKED BY: MJH APPROVED BY: PAH W V Z W 0 0 � O Wco LV Z Q V a� Z = v; z °W N�a N [� o Z Oo z U Q^� U 0 Lu 0 N 0 r W REVISIONS: NO. I DESCRIPTION I DATE PROJECT NUMBER: ISSUE DATE: CURRENT REVISION: SHEET NAME: FOUNDATION & MAIN FLOOR FRAMING PLAN FOUNDATIO SCALE: 1/4" = 1'-0" N AND MAIN FLOOR FRAMING PLAN SHEET NUMBER: S2*0 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Lawrence RES.ec6 LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: P1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 inA2 Cf or Cv for Compressioi 1.0 Fb + 1,200.0 psi Fv 170.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb - 1,200.0 psi Ft 825.0 psi ly .255 in 764 Cm :Wet Use Factor 1.0 Fc - Prll 1,000.0 psi Density 30.590 pcf Ct : Temperature Fact 1.0 Fc - Perp 625.0 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No Minimum 580.0 580.0 Column Buckling Condition: ABOUT X-X Axis: Lux = 9 ft, Kx = 1.0 ABOUT Y-Y Axis: Luy = 9 ft, Ky = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 57.834 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 3.60, L = 4.10, S = 3.20 k BENDING LOADS ... Lat. Point Load at 9.0 ft creating Mx-x, E = 1.50 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3670 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+0.750L+0.750S Top along Y-1 1.50 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-)� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 9.133 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 822.75 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.1914: 1 Bending Compression Tension Load Combination +D+0.70E Location of max.above base 9.0 ft Applied Design Shear 78.099 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.788 0.1705 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L 1.000 0.759 0.3380 PASS O.0 ft 0.0 PASS 9.0 ft +D+S 1.150 0.715 0.2755 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L 1.250 0.687 0.2591 PASS O.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S 1.150 0.715 0.3670 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D 1.600 0.596 0.07602 PASS O.0 ft 0.0 PASS 9.0 ft +D+0.70E 1.600 0.596 0.1267 PASS 0.0 ft 0.1914 PASS 9.0 ft +D+0.750L+0.750S+0.5250E 1.600 0.596 0.3164 PASS O.Oft 0.1436 PASS 9.0 ft +0.60D+0.70E 1.600 0.596 0.07602 PASS 0.0 ft 0.1914 PASS 9.0 ft Page 17 of 37 EHAREZLAK ■ ENGINEERING Wood Column _ LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK EN( DESCRIPTION: P1 Maximum Reactions Project Title: Engineer: Project ID: Project Descr: Project File: Lawrence RES.ec6 (c) ENERCALC INC 1983-2023 Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 3.658 +D+L 7.758 +D+S 6.858 +D+0.750L 6.733 +D+0.750L+0.750S 9.133 +0.60D 2.195 +D+0.70E 1.050 3.658 +D+0.750L+0.750S+0.5250E 0.788 9.133 +0.60D+0.70E 1.050 2.195 L Only 4.100 S Only 3.200 E Only 1.500 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.70E 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L+0.750S+0.5250E 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D+0.70E 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft E Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches .c 0 LO 5.50 in Load 1 +X 1.50k am Page 18 of 37 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Lawrence RES.ec6 LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: F1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 12.0 in 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 D P : Column Load = 3.60 OB : Overburden = M-xx = M-zz = V-x = V-z = X in 4 in in 3.0 in 3'-0" w 4.0 4 4.0 4 4-#4Bars 4-#4Bars Q X-X Section Looking to +Z Z-Z Section Looking to +X n/a n/a n/a Lr L S W E 4.10 3.40 H k ksf k-ft k-ft k k Page 19 of 37 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Lawrence RES.ec6 LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: F1 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.780 Soil Bearing 1.170 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 0.1652 Z Flexure (+X) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+L+1.60S PASS 0.1652 Z Flexure (-X) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+L+1.60S PASS 0.1652 X Flexure (+Z) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+L+1.60S PASS 0.1652 X Flexure (-Z) 1.733 k-ft/ft 10.486 k-ft/ft +1.20D+L+1.60S PASS 0.1302 1-way Shear (+X) 10.694 psi 82.158 psi +1.20D+L+1.60S PASS 0.1302 1-way Shear (-X) 10.694 psi 82.158 psi +1.20D+L+1.60S PASS 0.1302 1-way Shear (+Z) 10.694 psi 82.158 psi +1.20D+L+1.60S PASS 0.1302 1-way Shear (-Z) 10.694 psi 82.158 psi +1.20D+L+1.60S PASS 0.2441 2-way Punching 40.104 psi 164.317 psi +1.20D+L+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / 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 0.5450 0.5450 n/a n/a 0.363 X-X, +D+L 1.50 n/a 0.0 1.001 1.001 n/a n/a 0.667 X-X, +D+S 1.50 n/a 0.0 0.9228 0.9228 n/a n/a 0.615 X-X, +D+0.750L 1.50 n/a 0.0 0.8867 0.8867 n/a n/a 0.591 X-X, +D+0.750L+0.750S 1.50 n/a 0.0 1.170 1.170 n/a n/a 0.780 X-X, +0.60D 1.50 n/a 0.0 0.3270 0.3270 n/a n/a 0.218 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5450 0.5450 0.363 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.001 1.001 0.667 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.9228 0.9228 0.615 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.8867 0.8867 0.591 Z-Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.170 1.170 0.780 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3270 0.3270 0.218 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 in12 in12 in^2 k-ft X-X, +1.40D 0.630 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.40D 0.630 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60L 1.360 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60L 1.360 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60L+0.50S 1.573 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60L+0.50S 1.573 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L 1.053 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L 1.053 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D 0.540 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D 0.540 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L+1.60S 1.733 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+L+1.60S 1.733 -Z Bottom 0.2592 AsMin 0.2667 10.486 OK X-X, +1.20D+1.60S 1.220 +Z Bottom 0.2592 AsMin 0.2667 10.486 OK Page 20 of 37 WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING LAWRENCE RESIDENCE --LATERAL CALCULATIONS Page 21 of 37 n 111m 18'-0" FOUNDATION AND MAIN FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" M 0 CV JOIST & BEAM SCHEDULE MARK SIZE HANGER 11 11%" TJI 210 @ 16" O.C. PER MFR. B1 3%x11% LVL N/A FOOTING SCHEDULE MARK SIZE 18" SQ. x 10" DEEP FOOTING w/ F1 (3) #4 E.W. BOTTOM, TYP. 30" SQ. x 12" DEEP FOOTING w/ F2 (4) #4 E.W. BOTTOM, TYP. POST SCHEDULE MARK SIZE P1 6x6 P2 5%x7 LVL P3 P/T 44 SEISMIC FORCE RESISTING SYSTEM LEGEND SW-X SHEAR WALL TYPE 'X' PER SCHEDULE 8/S4.0 Ox HOLDOWN TYPE 'X' PER SCHEDULE 12/S4.0 LEGEND 4" SLAB -ON -GRADE PER PLAN NOTE 5 SPAN DIRECTION OF FRAMING MEMBERS (SEE PLAN NOTE 9) /__<�> NUMBER OF BUILT-UP STUDS FOUNDATION & MAIN FLOOR FRAMING PLAN NOTES: TOPS OF ALL EXTERIOR FOOTINGS ON THIS PLAN SHALL BE BURIED BELOW FINISHED GRADE AS SHOWN IN THE DETAILS. FOOTINGS SHALL BEAR ON DENSE NATIVE MATERIAL, OR PREPARED AS SPECIFIED IN THE GEOTECHNICAL REPORT. 2. FINAL SITE GRADES TO BE DETERMINED BY THE CONTRACTOR. CONTRACTOR SHALL COORDINATE UNDERSLAB PIPING REQUIREMENTS AS SHOWN IN 6/S3.0. 3. POSTS AND STUD PACKS SHALL BE CONTINUOUS TO FOUNDATION. TYPICAL STUD WALLS SHALL BE FRAMED USING HEM -FIR #2 2x STUDS @ 16" O.C., U.O.N. POST LOADS FROM ABOVE TO BE BLOCKED PER 7/S4.1. 4. TYPICAL FOOTING TO BE 18"W x 8" DP. CONC. STRIP FTG. w/ (2) #4 CONT. BOTTOM AND #4 @ 16" O.C. TRANS. TYP. STEM WALL TO BE 8" STEM WALL w/ #4 @ 12" O.C. E.W., TYP. 5. SLAB -ON -GRADE SHALL BE 4" THICK w/ WWF 6x6-W2.1xW2.1 MID -DEPTH OR #4 @ 16" O.C. E.W. MID -DEPTH, U.O.N. PROVIDE VAPOR BARRIER BELOW SLAB AS REQUIRED AND PER 2/S3.0. INSTALL CONSTRUCTION AND CONTROL JOINTS PER 2/S3.0. 6. ALL CONNECTIONS AND CONNECTORS IN CONTACT WITH PRESSURE -TREATED LUMBER TO BE HOT DIPPED GALVANIZED OR STAINLESS STEEL, PER GENERAL STRUCTURAL NOTES. 7. CONTRACTOR TO POUR 4" PAD AT FRONT ENTRY STAIR FOR STRINGER TO CONC. CONNECTION. 8. FLOOR SYSTEM SHALL CONSIST OF 1-1/8" APA-RATED PLYWOOD SHEATHING (PANEL SPAN RATING 48/24), NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOCKING AND EXTERIOR SHEAR WALLS BELOW WITH 10d @ 6" O.C. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW WITH 10d @ 3" O.C. STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS WITH 10d @ 12" O.C. GLUE SHEATHING AT ALL SUPPORTS WITH ADHESIVE CONFORMING TO ASTM SPECIFICATIONS D3498. 9. FLOOR JOISTS TO BE 11-7/8" TJI 210 @ 16" O.C. PROVIDE HANGERS PER MFR. AS REQUIRED. ALLOWABLE HOLES IN JOISTS PER JOIST SUPPLIER SPECIFICATIONS. HAREZLAK ENGINEERING HAREZLAK ENGINEERING 11745 87th Ave. S. Seattle, WA 98178 PH: 360.224.0627 E: phil@harezlakengineering.com CONSULTANT STAMP: DRAWN BY: TA CHECKED BY: MJH APPROVED BY: PDu W V Z W O � N O W00 W ZQ V a� z z W �o Q 0 N LLj 0 Z O z U a U 0 oN o r W REVISIONS: NO. DESCRIPTION DATE PROJECT NUMBER: ISSUE DATE: CURRENT REVISION: SHEET NAME: FOUNDATION & MAIN FLOOR FRAMING PLAN SHEET NUMBER: S2*0 Page 22 of 37 EXISTING (E) WALL ADDED. OKAY BY INSPECTION. CONTRACTOR TO VERIFY EXISTING SHEATHING AND NAILING UPPER FLOOR FRAMING PLAN CONNECTOR LEGEND 10 CCQ66SDS2.5 POST CAP O2 ECCQ66SDS2.5 POST CAP O3 ECCQ7.1-6SDS2.5 POST CAP POST SCHEDULE MARK SIZE P1 6x6 JOIST & BEAM SCHEDULE MARK SIZE HANGER A 14" TJI 110 @ 16" O.C. PER MFR. B1 1%x24 LVL BA1.81/24 (MIN.) B2 5%x24 LVL N/A B3 7x24 LVL N/A B4 5%x14 LVL HUCQ612Z-SDS B5 5%x18 LVL N/A B6 3%x9% LVL N/A SEISMIC FORCE RESISTING SYSTEM LEGEND SW-X SHEAR WALL TYPE'X' PER SCHEDULE 8/S4.0 SW-X* FORCE TRANSFER AROUND OPENING SHEAR WALL PER 1/S4.2 ❑X STRAP TYPE HOLDOWN PER SCHEDULE 10/S4.0 0 EXTENT OF SHEAR WALL SHEATHING STRUT FRAMING MEMBER NAILED AS STRUT PER PLAN NOTE 1 LEGEND QSTRAP PER SCHEDULE SPAN DIRECTION OF FRAMING MEMBERS (SEE PLAN NOTE 2) STRUCTURAL WALL BELOW LJ POST BELOW NUMBER OF BUILT-UP STUDS 0 CONCRETE PAVER SYSTEM ON BALCONY PER PLAN NOTE 11 FLOOR FRAMING PLAN NOTES: 1. FLOOR SYSTEM SHALL CONSIST OF 1-1/8" APA-RATED PLYWOOD SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOCKING AND EXTERIOR SHEAR WALLS BELOW WITH 10d @ 6" O.C. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW WITH 10d @ 3" O.C. STAGGERED. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS WITH 10d @ 12" O.C. GLUE SHEATHING AT ALL SUPPORTS WITH ADHESIVE CONFORMING TO ASTM SPECIFICATION D3498. 2. FLOOR FRAMING TO BE 24" DEEP OPEN WEB WOOD TRUSSES @ 24" O.C. BY OTHERS. REQUIRED HANGERS PER MFR. REFERENCE GENERAL STRUCTURAL NOTES FOR LOADING REQUIREMENTS. TRUSS MFR. TO PROVIDE LAYOUT TO ACCOMMODATE OPENINGS PER ARCH. AND MEP PLANS. 3. BEAMS OVER INTERIOR AND EXTERIOR OPENINGS SHALL BE 48 AND DROPPED BELOW STUD WALL TOP PLATES PER 10/S4.1, U.O.N. 4. POSTS OR JAMB STUDS AT END OF SUPPORTING BEAMS, GIRDER TRUSSES, OR BELOW POSTS SHALL BE (3) STUDS AT A MINIMUM. TYPICAL HEADER STUDS WILL BE (2) CRIPPLE STUDS AND (1) KING STUD. 5. OTHER TYPICAL FRAMING DETAILS SHOWN ON SHEET S4.1. 6. ROOF SYSTEM SHALL CONSIST OF 19/32" MINIMUM PLYWOOD SHEATHING (PANEL SPAN RATING 24/0). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING AND SHEAR WALLS BELOW w/ 10d @ 6" O.C. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS WITH 10d @ 12" O.C., U.O.N. INSTALL PANEL EDGE CLIPS PER GENERAL STRUCTURAL NOTES AT ALL UNFRAMED, UNBLOCKED PANEL EDGES. 7. ROOF FRAMING SHALL BE CONNECTOR PLATE TRUSSES @ 24" O.C. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS & ARCHITECTURAL DRAWINGS FOR HEIGHTS AND CONFIGURATIONS. 8. DO NOT SCALE DRAWINGS. REFER TO ARCH. DRAWINGS FOR ALL DIMENSIONS. 9. FOR ALL DUCTS, CHASES, AND PIPES, REFERENCE MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. 10. ALL EXTERIOR WALLS TO BE SHEATHED AND NAILED PER SW-6, U.O.N. 11. CONCRETE PAVER SYSTEM OVER PATIO, BY OTHERS. DEAD LOAD OF PAVERS LIMITED TO 22 PSF MAXIMUM. DO NOT RIP JOISTS TO ACHIEVE SLOPE. WATERPROOFING BY OTHERS. 12. LANDING JOISTS TO BE 2x8 JOISTS @ 16" O.C., PROVIDE LUS28 HANGER WHERE REQUIRED. 2x8 LEDGER ATTACHMENT w/ (2)%" O x 3" SIDS SCREWS AT EA. STUD. EDGE LANDING BEAMS TO BE 410 BEAMS WITH HUC410 HANGERS TO 44 POST. 13. TRUSS MFR. TO INSTALL GIRDER TRUSS AT POST LOCATION FOR ROOF STRUCTURE ABOVE. DESIGN FOR ADDITIONAL POINT LOAD OF 1160 LBS. DL + 1930 LBS. SL. 14. TRUSS MFR. TO DESIGN TRUSSES FOR ADDITIONAL POINT LOAD AT CANTILEVER EDGE OF 504 LBS. DL + 840 LBS. LL (EA. TRUSS) FROM DECK AND LINE LOAD OF 450 PLF DL + 563 PLF SL. HAREZLAK ENGINEERING HAREZLAI< ENGINEERING 11745 87th Ave. S. Seattle, WA 98178 PH: 360.224.0627 E: phil@harezlal<engineering.com CONSULTANT STAMP: DRAWN BY: TD CHECKED BY: MJH APPROVED BY: POH W V Z W O � Wco O LV Z Q V a� Z = to z °W N�a N [� o Z Oo z U Q U 0 Lu 0 N 0 r W REVISIONS: NO. I DESCRIPTION DATE PROJECT NUMBER: ISSUE DATE: CURRENT REVISION: SHEET NAME: UPPER FLOOR FRAMING PLAN MI SCALE: 1/4" = 1'-0" 15. TRUSS MFR. TO DESIGN GIRDER TRUSS FOR ADDITIONAL POINT LOAD OF: 700 LBS. DL + 1800 LBS. LL FROM ADJACENT BEAMS, OR PROVIDE FULL LENGTH 3%x24 LVL BEAM. SHEET NUMBER: S2*1 Page 23 of 37 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lawrence RES Lateral.wsw WoodWorks® Shearwalls 2023 Level 2 of 2 rn m • 1099 cD C Co t rn L6 Jan. 25, 2023 09:56:32 30' O� CG 25' �S S� 00 20' ^O I 15, 10, 5' 0' -5' 107.1 Factored shearline force (Ibs) I Unfactored applied shear load (plf) Factored hold-down force (Ibs) 0- (8) Unfactored dead load (plf,lbs) • C Factored compression force (Ibs) ----{ Applied point load or discontinuous shearline force (Ibs) vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.6g; E = pQe + 0.2 Sds W p(NS) = 1.0; p(EW) -ld,.0; Sds = 1.0; Flexibl(poistribution Page 24_xf,37 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Lawrence RES Lateral.wsw Woodworks® Shearwalls 2023 Level 1 of 2 0 00 H J '_ 70 °e A Jan. 25, 2023 09:56:32 O`5 N1 Oti . G �^ IF m - ^� 50.6 ^� rx0 20' 0 15' Its] 61 M -5' Factored shearline force (Ibs) LJ_ I I Unfactored applied shear load (plf) Factored hold-down force (Ibs) { (2) Unfactored dead load (plf,lbs) • C Factored compression force (Ibs) Applied point load or discontinuous shearline force (Ibs) vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.61DpE = pQe + 0.2 Sds D; l#NS) = 1.0; p(EW) = 1.Q0Sds = 1.0; Flexible diskgbution Page 25 of 3720, WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Untitled WoodWorks® Shearwalls 2023 Project Information COMPANY AND PROJECT INFORMATION Com an Project HAREZLAK ENGINEERING PAR DESIGN SETTINGS Jan. 24, 2023 18:48:26 Design Code Wind Standard Seismic Standard IBC 2021/AWC SDPWS 2021 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% (<=19%) 10% (<=19%) 5.00 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Blocked Unblocked Wind Seismic Blocked Unblocked 3.5 2.0 - - - 2.0 1.5 Ignore shear resistance contribution of... Forces based on... Wall segments Seismic Hold-downs Applied loads Side with invalid aspect ratio Any gypsum, lumber, fiberboard Drag struts Applied loads Shearwall relative rigidity: Deflection -based stiffness of wall segments Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 350 story height FTAO Strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 97 mph Risk Category Category II - All others Serviceability Wind Speed 83 mph Structure Type Regular Exposure Exposure B Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.46Og Response Acceleration Ss: 1 .290g Topographic Information [ft] Fundamental Period E-W N-S Shape Height Length - - - T Used 0.193s 0.193s Site Location: - Approximate Ta Maximum T 0.193s 0.271s 0.193s 0.271s Elev: Oft Response Factor R 6.50 6.50 Rigid building - Static analysis Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1 .84 Eccentricity (%) 15 15 Loaded at 75 % Page 26 of 37 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity ddJ�lg:7�•�•9[�7��7�]:Za��7�9[rl► Wind Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular -to -grain compressive capacity under all wall end studs Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular -to -grain compressive capacity under all wall end studs This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC.2.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D). Page 27 of 37 10 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [lbsl Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 761 - - - - - - 8993 - Wall 1-1 1 Both - - 761 1.0 1.0 125 361 - A - 8993 - Seg. 1 - Both 6.2 - 47 1.0 1.0 125 361 - 486 3646 0.01 Seg. 2 - Both 65.0 - 715 1.0 1.0 125 361 - 486 5347 0.13 Seg. 3 - Both 0.0 - 0 1.0 1.0 125 361 - 361 - - Level 1 Lnl, Levl 1 Both 76.2 - 1524 1.0 1.0 125 361 - A 486 9722 0.16 Line 2 Level 2 Ln2, Lev2 - Both - - 803 - - - - - - 9722 - Wall 2-1 1 Both - - 803 1.0 1.0 125 361 - A - 9722 - Seg. 1 - Both 23.9 - 371 1.0 1.0 125 361 - 486 7535 0.05 Seg. 2 - Both 96.1 - 432 1.0 1.0 125 361 - 486 2187 0.20 Level 1 Ln2, Levl 1 Both 78.3 - 1566 1.0 1.0 125 361 - A 486 9722 0.16 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines GP Dir v vmax/vft V [lbsl Int Ext Int Ext Co C Cmb V [lbsI Ratio Line A Level 2 LnA, Lev2 1 Both 53.8 - 968 1.0 1.0 125 361 - A 486 8750 0.11 Level 1 LnA, Levl 1 Both 100.9 - 1816 1.0 1.0 125 361 - A 486 8750 0.21 Line B LnB, Levl - Both - - 2046 - - - - - - 2356 - Wall B-1 2 Both - - 2046 1.0 1.0 554 554 - A - 2356 - Seg. 1 - Both 0.0 - 0 1.0 1.0 554 554 - 1109 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 554 554 - 1109 - - Seg. 3 - Both 818.4 - 2046 .85 .85 471 471 - 942 2356 0.87 Line C Level 2 LnC, Lev2 - Both - - 968 - - - - - - 4132 - Wall C-1 1 Both - - 968 1.0 1.0 125 361 - A - 4132 - Seg. 1 - Both 78.7 - 315 1.0 1.0 125 361 - 486 1944 0.16 Seg. 2 - Both 145.0 - 653 1.0 1.0 125 361 - 486 2187 0.30 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub -For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect Ratio Factor from SDPWS 4.3.3.2. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1 Page 28 of 37 11 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 nuiu-vu Level 1 Line - Wall Line 1 1-1 Line 2 2-1 2-1 2-1 Line A A-1 A-1 A-1 A-1 Line B B-1 B-1 B-1 B-1 Line C Level 2 Line - Wall Line 1 1-1 1-1 1-1 1-1 1-1 1-1 Line 2 2-1 2-1 2-1 2-1 2-1 2-1 Line A A-1 A-1 Line C C-1 C-1 r-i Location [ft] Load Tensile Hold-down or Compressive Stud Force [Ibs] Cap Crit L End 0.00 0.12 Min -683 1320 2003 Compression 10312 0.19 V Elem 0.00 7.38 Min -65 360 425 Compression V Elem 0.00 10.63 Min 895 317 579 Refer to upper level V Elem 0.00 10.63 Min -895 528 1423 Compression R End 0.00 19.88 Min 618 576 42 HDU5-SDS 5645 0.01 R End 0.00 19.88 Min -617 960 1577 Compression 10312 0.15 V Elem 0.00 21.38 Min 895 317 579 Refer to upper level V Elem 0.00 21.38 Min -895 528 1423 Compression V Elem 0.00 24.63 1 0 72 72 Compression V Elem 0.00 25.88 1 0 72 72 Compression L End 18.00 0.12 Min -932 1704 2636 Compression 10312 0.26 V Elem 18.00 15.38 Min -298 744 1042 Compression R End 18.00 19.88 Min 634 576 58 HDU5-SDS 5645 0.01 R End 18.00 19.88 Min -634 960 1594 Compression 10312 0.15 V Elem 18.00 21.63 Min 946 130 816 Refer to upper level V Elem 18.00 21.63 Min -946 216 1162 Compression V Elem 18.00 25.88 Min 946 130 816 Refer to upper level V Elem 18.00 25.88 Min -946 216 1162 Compression L End 0.12 0.00 Min 1254 1037 218 HDU5-SDS 5645 0.04 L End 0.12 0.00 Min -1254 1728 2982 Compression 10312 0.29 R End 17.87 0.00 Min 1254 1037 218 HDU5-SDS 5645 0.04 R End 17.87 0.00 Min -1254 1728 2982 Compression 10312 0.29 V Elem 0.12 20.00 1 0 72 72 Compression V Elem 1.38 20.00 1 0 72 72 Compression V Elem 4.62 20.00 1 0 48 48 Compression V Elem 5.38 20.00 1 0 48 48 Compression R Op 2 15.63 20.00 Min 7274 72 7202 HDU11-SDS ^9535 0.76 R Op 2 15.63 20.00 Min -7274 120 7394 Compression 11601 0.64 R End 17.87 20.00 Min 7274 72 7202 HDU11-SDS ^9535 0.76 R End 17.87 20.00 Min -7274 120 7394 Compression 10312 0.72 V Elem 0.12 26.00 Min 672 115 557 Refer to upper level V Elem 0.12 26.00 Min -672 192 864 Compression V Elem 3.88 26.00 Min 672 115 557 Refer to upper level V Elem 3.88 26.00 Min -672 192 864 Compression V Elem 13.63 26.00 Min 1228 130 1099 Refer to upper level V Elem 13.63 26.00 Min -1228 216 1444 Compression V Elem 17.87 26.00 Min 1228 130 1099 Refer to upper level V Elem 17.87 26.00 Min -1228 216 1444 Compression Location [ft] Load Tensile Hold-down or Compressive Stud Force [Ibs] Cap Crit L End 0.00 0.12 Min -65 360 425 Compression 10312 L Op 1 0.00 7.38 Min -65 360 425 Compression 11601 R Op 1 0.00 10.63 Min 895 317 579 HDU5-SDS 5645 R Op 1 0.00 10.63 Min -895 528 1423 Compression 11601 L Op 2 0.00 21.38 Min 895 317 579 HDU5-SDS 5645 L Op 2 0.00 21.38 Min I -895 528 1423 Compression 11601 V Elem 0.00 24.63 1 0 72 72 Compression V Elem 0.00 25.88 1 0 72 72 Compression L End 18.00 0.12 Min -298 744 1042 Compression 10312 L Op 1 18.00 15.38 Min -298 744 1042 Compression 11601 R Op 1 18.00 21.63 Min 946 130 816 HDU5-SDS 5645 R Op 1 18.00 21.63 Min -946 216 1162 Compression 11601 R End 18.00 25.88 Min 946 130 816 HDU5-SDS 5645 R End 18.00 25.88 Min -946 216 1162 Compression 10312 L End 0.12 0.00 Min -436 864 1300 Compression 10312 R End 17.87 0.00 Min -436 864 1300 Compression 10312 L End 0.12 26.00 Min 672 115 557 HDU5-SDS 5645 L End 0.12 26.00 Min -672 192 864 Compression 10312 T. On 1 3 _ RR 26.00 Min 672 115 557 HT)TT5-Sn8 5645 0.04 0.04 0.10 0.12 0.10 0.12 0.10 0.09 0.14 0.10 0.14 0.11 0.13 0.13 0.10 0.08 n 1n Page 29 of 37 12 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Hold -Down and Compression Design (flexible wind design, continued) C-1 L Op 1 3.88 26.00 Min -672 192 864 Compression 11601 0.07 C-1 R Op 1 13.63 26.00 Min 1228 130 1099 HDU5-SDS 5645 0.19 C-1 R Op 1 13.63 26.00 Min -1228 216 1444 Compression 11601 0.12 C-1 R End 17.87 26.00 Min 1228 130 1099 HDU5-SDS 5645 0.19 C-1 R End 17.87 26.00 Min -1228 216 1444 Compression 10312 0.14 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud pack that hold-down is attached to or which is applying compression force: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8 ASCE 7 Low-rise: Windward corner(s) and Case A or 8 from Fig. 28.3-1 ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min" Tensile Hold-down or Compressive Stud Force - Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear - Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.60; h = wall height, beff = wall segment length - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead - Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Uplift- Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down - Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap - Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: HDU5-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 14 1/4" x 2.5" SIDS heavy-duty screws; 5/8" anchor bolt. HDU11-SDS2.5 for studs with thickness > U-5.5" and depth > U-3.5" : Uses 30 1/4" x 2.5" SIDS heavy-duty screws; 1" anchor bolt. "WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Refer to the Shear Line Dimensions table for wall height h, effective segment length bell and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Most severe of wind load cases is used for overturning calculation. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. Page 30 of 37 13 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 COLLECTOR FORCES (flexible wind desian) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [Ibs] Force [Ibs] Wall or Opening X Y Case ---> <--- ---> <--- Line B B-1 Right Opening 2 15.50 20.00 -1762 1762 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Load Force [Ibs] Force [Ibs] Wall or Opening X Y Case ---> <--- ---> <--- Line 1 1-1 Left Opening 1 0.00 7.50 -173 173 1-1 Right Opening 1 0.00 10.50 -261 261 1-1 Left Opening 2 0.00 21.50 132 -132 Line 2 2-1 Left Opening 1 18.00 15.50 -108 108 2-1 Right Opening 1 18.00 21.50 -293 293 Line C C-1 Left Opening 1 4.00 26.00 100 -100 C-1 Right Opening 1 13.50 26.00 -411 411 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force — For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction Page 31 of 37 14 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Can End Int End Int TernMoist 1 1 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 2 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 2 1 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 2 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Ca End Int End Int TernMoist A 1 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 2 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 B 1 2 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 C 2 1 13.6 265.6 0.05 18.1 14.7 95.2 0.19 0.15 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.3-1 added to interior pressure using coefficients from Table 26.13-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Tables 3.2.1A/8, divided by 1.6 for short-term ASD loads as per 3.2.1. Assumes continuous over 2 spans (table note 3). Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 Page 32 of 37 20 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx [Ibs] Shear Resistance [Ibs] Diaphragm Force [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S E-W N-S Fpx Desi n Fox Desi n 2 16016 468.0 2198 2198 6835 9930 2314 2314 2314 2314 1 13272 360.0 956 956 6325 10317 1918 4665 1918 1918 All 29288 - 4506 4506 - - - - - Legend: Mass - Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12. Story Shear- Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance - Lateral design strength of all shear -resisting elements on story, for use in weak story evaluation (4.1.8). Diaphragm Force - used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Design force for drag struts are determined on a shearline-by-shearline basis, and can use Fx, Fpx, or "Design" depending on the location of transfer forces. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. Weak Story (SDPWS 4.1.8) The lateral resistance Vr of story 1 is less than that of story 2. Vrl / Vr2 = 0.925, but V1 / Vr1 = 0.151, so the weak story is permitted. Page 33 of 37 21 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 SHEAR RESULTS (flexible seismic desianl N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines GP Dir v vmax/vft V [lbsl Int Ext Int Ext Co C Cmb V rlbsl Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 1068 - - - - - - 4772 - Wall 1-1 1 Both - - 1068 1.0 1.0 0 258 - S - 4772 - Seg. 1 - Both 25.2 - 189 1.0 1.0 0 258 - 258 1934 0.10 Seg. 2 - Both 79.9 - 879 1.0 1.0 0 258 - 258 2837 0.31 Seg. 3 - Both 0.0 - 0 1.0 1.0 0 258 - 258 - - Level 1 Lnl, Levl 1 Both 77.3 - 1546 1.0 1.0 0 258 - S 258 5159 0.30 Line 2 Level 2 Ln2, Lev2 - Both - - 1130 - - - - - - 5159 - Wall 2-1 1 Both - - 1130 1.0 1.0 0 258 - S - 5159 - Seg. 1 - Both 68.1 - 1056 1.0 1.0 0 258 - 258 3998 0.26 Seg. 2 - Both 16.4 - 74 1.0 1.0 0 258 - 258 1161 0.06 Level 1 Ln2, Levl 1 Both 80.4 - 1608 1.0 1.0 0 258 - S 258 5159 0.31 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [lbsl Int Ext Int Ext Co C Cmb V [lbsl Ratio Line A Level 2 LnA, Lev2 1 Both 61.1 - 1099 1.0 1.0 0 258 - S 258 4643 0.24 Level 1 LnA, Levl 1 Both 86.5 - 1556 1.0 1.0 0 258 - S 258 4643 0.34 Line B LnB, Levl - Both - - 1598 - - - - - - 1683 - Wall B-1 2^ Both - - 1598 1.0 1.0 396 396 - A - 1683 - Seg. 1 - Both 0.0 - 0 1.0 1.0 396 396 - 792 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 396 396 - 792 - - Seg. 3 - Both 639.1 - 1598 .85 .85 337 337 - 673 1683 0.95 Line C Level 2 LnC, Lev2 - Both - - 1099 - - - - - - 2192 - Wall C-1 11 Both - - 1099 1.0 1.0 0 258 - S - 2192 - Seg. 1 - Both 101.4 - 406 1.0 1.0 0 258 - 258 1032 0.39 Seg. 2 - Both 154.1 - 693 1.0 1.0 0 258 - 258 1161 0.60 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub -For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect Ratio Factor from SDPWS 4.3.3.2. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using Eqns. 4.3-3,-4. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the Design setting for ignoring contribution was set. Refer to the Sheathing Materials table for the wall groups affected. Page 34 of 37 22 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Hold -Down and Compression Design flexible seismic design) Level 1 Tensile Hold-down Line- Location [ft] or Compressive Stud Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Flbsl Res . Line 1 1-1 L End 0.00 0.12 892 792 185 284 HDU5-SDS 5645 0.05 1-1 L End 0.00 0.12 -891 1320 185 2396 Compression 10312 0.23 V Elem 0.00 7.38 265 216 50 100 Refer to upper level V Elem 0.00 7.38 -265 360 50 676 Compression V Elem 0.00 10.63 1101 317 74 859 Refer to upper level V Elem 0.00 10.63 -1101 528 74 1703 Compression 1-1 R End 0.00 19.88 626 576 134 185 HDU5-SDS 5645 0.03 1-1 R End 0.00 19.88 -626 960 134 1721 Compression 10312 0.17 V Elem 0.00 21.38 1101 317 74 859 Refer to upper level V Elem 0.00 21.38 -1101 528 74 1703 Compression V Elem 0.00 24.63 0 72 10 82 Compression V Elem 0.00 25.88 0 72 10 82 Compression Line 2 2-1 L End 18.00 0.12 1500 1022 239 717 HDU5-SDS 5645 0.13 2-1 L End 18.00 0.12 -1500 1704 239 3443 Compression 10312 0.33 V Elem 18.00 15.38 849 446 104 507 Refer to upper level V Elem 18.00 15.38 -849 744 104 1697 Compression 2-1 R End 18.00 19.88 651 576 134 210 HDU5-SDS 5645 0.04 2-1 R End 18.00 19.88 -651 960 134 1746 Compression 10312 0.17 V Elem 18.00 21.63 162 130 30 62 Refer to upper level V Elem 18.00 21.63 -162 216 30 408 Compression V Elem 18.00 25.88 162 130 30 62 Refer to upper level V Elem 18.00 25.88 -162 216 30 408 Compression Line A A-1 L End 0.12 0.00 1197 1037 242 402 HDU5-SDS 5645 0.07 A-1 L End 0.12 0.00 -1197 1728 242 3167 Compression 10312 0.31 A-1 R End 17.87 0.00 1197 1037 242 402 HDU5-SDS 5645 0.07 A-1 R End 17.87 0.00 -1197 1728 242 3167 Compression 10312 0.31 Line B V Elem 0.12 20.00 0 72 10 82 Compression V Elem 1.38 20.00 0 72 10 82 Compression V Elem 4.62 20.00 0 48 7 55 Compression V Elem 5.38 20.00 0 48 7 55 Compression B-1 R Op 2 15.63 20.00 5681 72 17 5626 HDUll-SDS ^9535 0.59 B-1 R Op 2 15.63 20.00 -5681 120 17 5818 Compression 11601 0.50 B-1 R End 17.87 20.00 5681 72 17 5626 HDUll-SDS ^9535 0.59 B-1 R End 17.87 20.00 -5681 120 17 5818 Compression 10312 0.56 Line C V Elem 0.12 26.00 865 115 27 777 Refer to upper level V Elem 0.12 26.00 -865 192 27 1084 Compression V Elem 3.88 26.00 865 115 27 777 Refer to upper level V Elem 3.88 26.00 -865 192 27 1084 Compression V Elem 13.63 26.00 1305 130 30 1206 Refer to upper level V Elem 13.63 26.00 -1305 216 30 1551 Compression V Elem 17.87 26.00 1305 130 30 1206 Refer to upper level V Elem 17.87 26.00 -1305 216 30 1551 Compression Level 2 Tensile Hold-down Line- Location [ft] or Compressive Stud Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Flbsl Res . Line 1 1-1 L End 0.00 0.12 265 216 50 100 HDU5-SDS 5645 0.02 1-1 L End 0.00 0.12 -265 360 50 676 Compression 10312 0.07 1-1 L Op 1 0.00 7.38 265 216 50 100 HDU5-SDS 5645 0.02 1-1 L Op 1 0.00 7.38 -265 360 50 676 Compression 11601 0.06 1-1 R Op 1 0.00 10.63 1101 317 74 859 HDU5-SDS 5645 0.15 1-1 R Op 1 0.00 10.63 -1101 528 74 1703 Compression 11601 0.15 1-1 L Op 2 0.00 21.38 1101 317 74 859 HDU5-SDS 5645 0.15 1-1 L Op 2 0.00 21.38 -1101 528 74 1703 Compression 11601 0.15 V Elem 0.00 24.63 0 72 10 82 Compression V Elem 0.00 25.88 0 72 10 82 Compression Line 2 2-1 L End 18.00 0.12 849 446 104 507 HDU5-SDS 5645 0.09 2-1 L End 18.00 0.12 -849 744 104 1697 Compression 10312 0.16 2-1 L Op 1 18.00 15.38 849 446 104 507 HDU5-SDS 5645 0.09 2-1 L Op 1 18.00 15.38 -849 744 104 1697 Compression 11601 0.15 2-1 R Op 1 18.00 21.63 162 130 30 62 HDU5-SDS 5645 0.01 2-1 R Op 1 18.00 21.63 -162 216 30 408 Compression 11601 0.04 2-1 R End R End 18.00 18.00 25.88 25.88 162 1 -162 130 216 30 30 62 408, HDU5-SDS Compression 5645 10312 0.01 0.04 Page 35 of 37 23 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 Hold -Down and Compression Design flexible seismic design, continued Line A A-1 L End 0.12 0.00 495 518 121 98 HDU5-SDS 5645 0.02 A-1 L End 0.12 0.00 -495 864 121 1480 Compression 10312 0.14 A-1 R End 17.87 0.00 495 518 121 98 HDU5-SDS 5645 0.02 A-1 R End 17.87 0.00 -495 864 121 1480 Compression 10312 0.14 Line C C-1 L End 0.12 26.00 865 115 27 777 HDU5-SDS 5645 0.14 C-1 L End 0.12 26.00 -865 192 27 1084 Compression 10312 0.11 C-1 L Op 1 3.88 26.00 865 115 27 777 HDU5-SDS 5645 0.14 C-1 L Op 1 3.88 26.00 -865 192 27 1084 Compression 11601 0.09 C-1 R Op 1 13.63 26.00 1305 130 30 1206 HDU5-SDS 5645 0.21 C-1 R Op 1 13.63 26.00 -1305 216 30 1551 Compression 11601 0.13 C-1 R End 17.87 26.00 1305 130 30 1206 HDU5-SDS 5645 0.21 C-1 R End 17.87 26.00 -1305 216 30 1551 Compression 10312 0.15 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud pack that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location - Co-ordinates in Plan View Tensile Hold-down or Compressive Stud Force - Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear - Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.70; h = wall height, beff = wall segment length - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead - Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2 Sds x ASD factor x unfactored D = 0.233 SDS x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down - Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap - Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details. Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: HDU5-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 14 1/4" x 2.5" SIDS heavy-duty screws; 5/8" anchor bolt. HDU11-SDS2.5 for studs with thickness > U-5.5" and depth > U-3.5" : Uses 30 1/4" x 2.5" SIDS heavy-duty screws; 1" anchor bolt. ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) = - shear overturning force Refer to the Shear Line Dimensions table for wall height h, effective segment length bell and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. Page 36 of 37 24 WoodWorks® Shearwalls Untitled Jan. 24, 2023 18:48:26 COLLECTOR FORCES (flexible seismic desion) Level 1 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Force [Ibs] Force [Ibs] Wall or Opening X Y ---> <--- ---> <--- Line B Shearline force 3748 3748 B-1 Right Opening 2 15.50 20.00 -3228 3228 Level 2 Drag Strut Strap/Blocking Line- Position on Wall Location [ft] Force [Ibs] Force [Ibs] Wall or Opening X Y ---> <--- ---> <--- Line 1 Shearline force 1124 1124 1-1 Left Opening 1 0.00 7.50 -125 125 1-1 Right Opening 1 0.00 10.50 -255 255 1-1 Left Opening 2 0.00 21.50 195 -195 Line 2 Shearline force 1189 1189 2-1 Left Opening 1 18.00 15.50 403 -403 2-1 Right Opening 1 18.00 21.50 128 -128 Line C Shearline force 1157 1157 C-1 Left Opening 1 4.00 26.00 170 -170 C-1 Right Opening 1 13.50 26.00 -441 441 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fpx, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied. For perforated walls, this force is converted to vmax using 4.3.6.4.1.1. Strap/Blocking Force — For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction Page 37 of 37 25