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REVIEWED BLD2024-1439+Structural_Calculations+10.31.2024_12.56.56_PM+4592949C � ENGINEERING civil & structural engineering & planning REVIEWED BY CITY OF EDMONDS 250 4ch Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 BLD2024-1439 RECEIVED Oct 31 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Jutras Residence Addition 9700 242nd PI SW Edmonds, WA 98020 4�tS �• T pF 1rA�j�i'Gtf� 9 jCNAL CG Project No.: 24158.10 Project Description This project involves the design of an addition to a new single family residence. The addition involves relocating the existing primary bedroom wall 4'-0" to the south. The new floor addition will be framed with cantilever joists tied into the existing floor system. The addition's roof will be pre -manufactured roof trusses (by others). New girder truss and posts will be required to support the roof trusses. Existing shearwalls will be removed therefore the existing lateral force resisting system was analyzed. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Wind Parameters Wind Speed, 3-Sec Gust 100 MPH Exposure Category B Mean Height 22 (FT Above Grade Elevation) Kzt 1.0 Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.023 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Structure Description ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Project Summary Jutras Residence By BTJ Date 9/13/2024 Checked Date Scale NTS Sheet No. 24158.10 1 4 5 22'-1 3/4" I t.14 r i N i+ ,Z PARTIAL ROOF FRAMING PLAN 77 SCALE: 1/4" = 1'-0" 2'_0'' 0 2'_0'' 4'_��� 4 5 22'-1 3/4" x10 R H INVERTEDED HANGER \�IIII T EA END ILL// a F oo wU� O X., - c - - -- BM-M 1 LU INVERTED SIMPSON INVERTED SIMPSON c O� HUC HANGER HUC HANGER DBL RIM — E — — U) Q — s Q tL— Q s. Q O Q O co a) I O N + N + PARTIAL UPPER FLOOR FRAMING PLAN 1 SCALE: 1/4" = 1'-0" 11.11, 0 T O" 4' � 3 COMPANY I PROJECT WoodWorksll' SOFTWARE FOR WOOD DESIGN Sep. 11, 2024 14:16 1 BM-R1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(3.00') psf Load2 Snow Full Area 25.00(3.00') psf Self -weight Dead Full UDL 4.0 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 8.542' Unfactored• Dead Snow 209 320 209 320 Factored: Total 529 529 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.75 0.75 Support 0.44 0.44 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Minimum nearing iengtn setting usea: i/z­ for ena supports Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.56; Clear span: 8.438'; Volume = 1.1 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 36 Fv' = 172 psi fv/Fv' = 0.21 Bending(+) fb = 761 Fb' = 1271 psi fb/Fb' = 0.60 Live Defl'n 0.14 = L/730 0.43 = L/240 in 0.33 Total Defl'n 0.23 = L/441 0.57 = L/180 in 0.41 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 527, V design = 467 lbs; M(+) = 1120 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 5 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. WoodWorks® �FtWARE FOR WOOD DESIGN COMPANY PROJECT Sep. 13, 2024 11:12 RJ1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00(16.0") psf Load2 Live Full Area Yes 40.00(16.0") psf Load3 Dead Point No 0.00 107 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.021' Unfactored• Dead Live Factored: 345 444 -38 161 Uplift -108 Total 789 124 Bearing: Capacity Joist 983 469 Support 789 586 Des ratio Joist 0.80 0.26 Support 1.00 0.21 Load comb #2 #4 Length 0.67 0.50* Min req'd 0.67** 0.50* Cb 1.56 1.00 Cb min 1.56 1.00 Cb support 1.25 1.25 Fop sup 625 625 *Minimum bearing length setting used: 1/2" for end supports *Minimum bearing length governed by the required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 2x10 (1-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" etc; Total length: 10.0'; Clear span: 4.0', 5.938'; Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 180 psi fv/Fv' = 0.21 Bending(+) fb = 57 Fb' = 1138 psi fb/Fb' = 0.05 Bending(-) fb = 569 Fb' = 981 psi fb/Fb' = 0.58 Deflection: -0.01 = < L/999 0.20 = L/360 in 0.05 Interior Live Total -0.03 = < L/999 0.30 = L/240 in 0.09 Cantil. Live 0.06 = L/858 0.27 = L/180 in 0.21 Total 0.17 = L/284 0.40 = L/120 in 0.42 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 4 Fb'- 900 1.00 1.00 1.00 0.862 1.100 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #4 = D + L (pattern: _L) Bending(-): LC #2 = D + L Deflection: LC #3 = D + L (pattern: L_) (live) LC #3 = D + L (pattern: L_) (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #4 = D + L (pattern: _L) Support 2 - LC #3 = D + L (pattern: L_) D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 400, V design = 348 lbs; M(+) = 101 lbs-ft; M(-) = 1015 lbs-ft EIy = 158.29 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(-): Lu = 6.00' Le = 10.94' RB = 23.2; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. % 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks' Sep. 13, 202411:13 RJ2.wwb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location Iftl Start End Magnitude Start End Unit Loadl Dead Partial Area No 0,00 4.00 15.00(0.67') psf Load2 Live Partial Area No 0.00 4.00 40.00 (0.67') psf Load4 Dead Partial UDL No 0.00 4.00 290.0 290.0 plf Load5 Snow Partial UDL No 0.00 4.00 350.0 350.0 plf Load6 Dead Partial Area No 4.00 10.00 15.00(1 .33') psf Load7 Live Partial Area Yes 4.00 10.00 15.00 (1.33') sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.021' Unfactored: Dead Live Snow 1660 202 1867 -340 24 -467 Factored: Uplift -807 Total Bearing: 3527 Capacity Beam 4310 1406 Support 3527 1523 Des ratio Beam 0.82 0.00 Support 1.00 0.00 Load comb #4 #1 Length 1.16 0.50* Min req'd 1.16** 0.50* Cb 1.32 1.00 Cb min 1.32 1.00 Cb support 1.08 1.08 Fc 625 625 'Minimum bearing length setting used: 1/2" for end supports '*Minimum bearing length governed by the required width of the supporting member. Lumber n-ply, D.Fir-L, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.0; Clear span: 3.938', 5.938'; Volume = 2.9 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Anal s s Value Desion Value Unit Anal sis/De si n Shear fv = 76 Fv' = 217 psi fv Fv' = 0.37 Bending(-) £b = 972 Fb' = 1061 psi fb/Fb' = 0.92 Deflection: -0.02 = < L/999 0.20 = ,/360 in 0.12 Interior Live Total -0.04 = < L/999 0.30 = L/240 0.14 Cantil. Live 0.12 = L/392 0.27 = L/180 0.46 Total 0.22 = L/213 0.40 = L/120 0.56 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'- 900 1.15 1.00 1.00 0.811 1.100 - 1.15 1.00 1.00 4 F cp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: She : LC #4 = D + S Bending(-): LC #4 = D + S Deflection: LC #4 = D + S (live) LC #4 = D + S (total) Bearing Support 1 - LC #4 = D + S Support 2 - LC #1 = D only Support 2 - LC #4 = D + S D=dead L=live S=snow A LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2600, V design = 2122 lbs; M(-) = 5200 lbs-£t EIy = 158.29 lb-in^2/ply "Live" deflection is due to all n n-dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 6.00' Le = 10,94' RE = 23.2; b = single ply width Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 8 o s ,A Description By -� —{ Date Checked f Date I ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project J U j jei Job No. Edmonds, WA 98020 9 425.778.8500 www.cgengineering.com Design Method FAllowable Stress Design (ASD) v Connection Type Lateral loading v Fastener Type Wood Screw v Loading Scenario Single Shear v Main Member Typeii Hem -Fir v Main Member Thickness 1.5 in. v Main Member: Angle o Load to Grain 0 Side Member Type FOriented Strand Board (OSB) v Side Member Thickness 15/32 in. v Side Member: Angle o Load to Grain �Fo - Wood Screw Number 10 (D = 0.19 in.) v Length 2 in. v Load Duration Factor C D = 1.15 v Wet Service Factor C M = 1.0 v End Grain Factor C_eg = 1.0 v Temperature Factor C_t = 1.0 v Connection Yield Modes Im 320lbs. Is 173 lbs. II 11 114 lbs. IIIm 133lbs. IIIs 95lbs. IV 11125 lbs. Adjusted ASD Capacity 95 lbs. Fastener length exceeds total connection thickness • Wood Screw bending yield strength of 80000 psi is assumed. • Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in. are calculated and rounded to the nearest 50 psi in accordance with NDS Table 11.3.2. • Length of tapered tip is assumed to be two times the nominal wood screw diameter for calculating dowel bearing length in the main member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the 10 Connection Calculator was provided by American Wood Council. Design Method FAllowable Stress Design (ASD) v Connection Type Lateral loading v Fastener Type Nail v Loading Scenario Single Shear v Main Member Typeii Hem -Fir v Main Member Thickness 1.5 in. v Side Member Type Hem -Fir v Side Member Thickness 1.5 in. v Nail Type Common Wire v Nail Size F1Od (D = 0.148 in.; L = 3 in.) v Load Duration Factor C D = 1.0 v Wet Service Factor C M = 1.0 v End Grain Factor C_eg = 1.0 v Temperature Factor C_t = 1.6 v Diaphragm Factor C_di = 1.0 v Connection Yield Modes Im 353lbs. Is 1353 lbs. II 11146 lbs. IIIm 111321bs. IIIs 111321bs. IV 11102 lbs. jJ Adjusted ASD Capacity 11102lbs. • Nail bending yield strength of 90000 psi is assumed. • The Adjusted ASD Capacity does not apply for toe -nails installed in wood members. • Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. • The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 11 Seismic Analysis Design Per 2021 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.279 Lat. = 47.779 St = 0.448 Long. _ -122.363 SMs = FaSs = 1.535 Fa = 1.200 SMt = F St = 0.830 Fv = 1.852 SDS = (2/3)SMs = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.023 0.553 0.20 Ct = 0.02 hn = 22 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.045 W V = (SDSIW)/R = 0.157 W V = (SD1 IW)/RTa = 0.419 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Seismic Base Shear Ly BTJ 09/13/24 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Jutras Residence Edmonds, WA 98020 24158.10 12 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. nTCHazards by Location Search Information Address: 9700 242nd PI SW, Edmonds, WA 98020, USA Coordinates: 47.7793663,-122.3629747 Elevation: 392 ft Ti mesta m p: 2024-09-10T16:34:53.447Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.279 MCER ground motion (period=0.2s) St 0.448 MCER ground motion (period=11.0s) SMS 1.535 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.023 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 MaryviB slle Mt. Baker-Snoqualmie Whidbey Everett National Forest 1: 392 ft ° Olympic iv Ed ds t- tional Park _ Shoreline tot _Seattle °Redmond Bremer OlValpG1lde° Renton 2m024Google ReportamaperrorNauoooest data©k� Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.912 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.542 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.651 Site modified peak ground acceleration TL 6 Long -period transition period (a) Ssi 1.279 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.402 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 1.913 Factored deterministic acceleration value (0.2s) S1RT 0.448 Probabilistic risk -targeted ground motion (1.Os) S1UH 0.5 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.761 Factored deterministic acceleration value (1.0s) PGAd 0.677 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 whX. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Desion Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 13 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wi. hi w.. h.k Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi • hik F. FX Roof Framing 20 1933 38.7 18 696 0.60 5.7 5.7 2nd Framing 25 1880 47.0 10 470 0.40 3.9 9.6 E = 85.66 - 1166 1.00 9.6 - Base Shear (ULT) 13.5 kips Base Shear (ASD) 9.6 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 5.7 5.7 2nd Framing 1.0 3.9 9.6 E = 9.6 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 38.7 38.7 5.7 5.7 5.7 5.7 11.3 5.7 2nd Framing 47.0 85.7 3.9 9.6 5.3 6.9 13.7 6.9 Y`.._ Seismic & Diaphragm Force Distribution BTJ ✓ " 09/11/24 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Jutras Residence 15 Edmonds, WA 98020 24158.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 98 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 30 Mean Roof Height (feet) hmean= 22 Building Length (feet) L= 56 Building Width (feet) W= 35 End Zone Width, a (feet) a= 3.5 Figure 28.6-1 Roof Angle Angle= 33.7 Design Wind Pressure, p53 ps30A= 17.1 Figure 28.6-1 Design Wind Pressure, p53 ps30B= 11.7 Figure 28.6-1 Design Wind Pressure, p53 p530c= 13.6 Figure 28.6-1 Design Wind Pressure, p53 p530D= 9.4 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.00 Topo. Effect Coeff., Kit K,t 1.00 Vasd = V,lt*V0.6 Section 1609.3.1 ULT ASD pS=A* Kzt * p530 pS=A* Kzt* ps30* 0.6 17.1 10.3 ps30A= P530B= 11.7 7.0 p530c= 13.6 8.2 p530D= 9.4 1 5.6 CM Description Wind Summary ENGINEERING 250 4th Ave South project Suite 200 Jutras Residence Edmonds, WA 98020 By XX Date 9/10/2024 Checked Date Scale NTS Sheet No. Job No. 24158.10 16 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. nTCHazards by Location Search Information ' Mt ` Marysville Baker-Snoqualmie Address: 9700 242nd PI SW, Edmonds, WA 98020, USA whidbeYEverett National Forest I' 392 ft ° Coordinates: 47.7793663,-122.3629747 L Olympic Ed ds `- Elevation: 392ff tional Park _ Shoreline \\\ Timestamp: 2024-09-10T16:34:15.295Z ro, _Seattle °Redmond Hazard Type: Wind - BremertonRenton 0 d GOO Ie° Nauona9hOrest k�Map data ©2024 Google Report amap error ASCE 7-16 ASCE 7.10 ASCE 7-05 MRI 10-Year___________________________________ 67 mph MRI 10-Year __ 72 mph ASCE 7-05 Wind Speed ------------ 85 mph MRI 25-Year -- 73 mph MRI 25-Year ---- 79 mph MRI 50-Year ____ 78 mph MRI 50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category 1 100 mph Risk Category II ------- 97 mph Risk Category II 110 mph Risk Category 111 ______ 104 mph Risk Category 111-IV 115 mph Risk Category IV 108 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. 17 Topo North America TM 10 Edmonds UnderwPaatek SPRAGUE S 12TH PL N ,. 205 F'PL SW 61ST PL W BELL ST b x/ o J \ ti III toa 62a Edmonds > CO a 'J Seattle Hei htla— W DAITON ST B �_ - r���� N�2•1OT'H ST SW � D-c most Pcs ST SW m_m < lmT� 121J2TH = Bpw�OCpC pIY 213TH ST SW ��:i m� n ` m 00, n �INtiy o i I- a �61 Edwards Point C0-�� to - r 3 A•y _ 00 179Y¢aV>u4 21 H -O Y IR 0 Mrri +co- 3- 1( , 218HSTSWwz m p n z CO ELM m UI� 1 1 • D WOOD L; = zT 22HSTSW�Dm a� 3 _ rn. <x w Jrn > ~wL1 ¢ a o v m N o $} Woodway (O A `— to D cOi Q�I�m _ =_w oII < � Esperan yr q r z 179 CG�10 -1 20s m = < cc l_ `� j = o t�9` v ao o 3 r r LU =r 5 o'y 3 i F m m� 229Ty �� D m \\ ` _ / 1 0+ 231'S-T ST ,�4�`c rPC Sw ppo m K v 32ND ST SW� m- Y j ^ 6NP 23 H PLSWj W = �4� ' /238T T SW. 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Description By DateVaO( - ENGINEERING Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 Job No. 19 21 Project www.cgengineering.com i Description By gTJ7- Date vzt-q Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project 1�/ Job No. 22 Edmonds, WA 98020 425.778.8500 www.cgengineering.com L(exist)=21.25' 1111111111 EXISTING UPPER LATERAL KEY PLAN DEMO EXISTING DECK DEMO EXISTING PARTIAL 23 DN (E) DECK --------------- - - - - - - - - - - - - -- m --�- - -- -- -- - I. -------------II— (E) MAIN ENTRY (E) BEDROOM #2 BEDROOM #3 LIVING ROOM i Tv FINISHED CEILING: 92-7/8" I I (E) cLosET (E) CLOSET I LL —JL I I F- CO O (E) CLOSET �— ----- ---I�---------------------------- ---------- — ------ -- -- ------------------------I DN (E) (E) AT 0 ��, GARAGE I I \ DASHED EXISTING \\ REMAIN CONTROL \ 2'-8' � (R) vv i NEW Roc LOW HEIGHT TOI ET SHOWER PRIMARY BEDROOM #1\� WALL 2X6WD / \\ STUDS z V O 2X4 WALL R1 I +r L--�--+J -I -- ------------- 3 BATT BATHROOM 2.1' /�� B 4 'R'B ADDITION \ L- --- _ _ _ _ _ _ _ R38 ATT INSUL w VB a FA 2 i (E) , , n 7• 2„ DECK T L new =21.0' 1 EGRESS WINDOW 24 -10 SEE S i SHOWER WALLS PER IRC 307.2 FOR A NONABSORBENT SURFACE TO 72" A.F.F. INFORM DIN MOUNT SHOWER HEAD ® 7'-4" ALF ;HT (VERIFY WITH OWNER) MINIMUM SAFEIY OUTSWINGOR SLIDER CLASS LY DOOR AND 24 PROPOSED UPPER LATERAL KEY PLAN 1 i � III III 22'-t 3/4" /0 -- -- -- -- -- -- -- -- -- -l'�----- k L(exist)=29.6' MAIN LATERAL KEY PLAN 25 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx wind = 3.6 kips StoryShear Fx (EQ) = 5.7 kips (Story Shear) E=...fl7 Wx = 89.8 PLF seismic Wx= 56.3 PLF wind EQ Wind EQ Wind I Governing EQ Wind E 64.0 5.7 3.6 nput Cell Input Cell w/ Formula JIM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Upper Floor Shear Walls By BTJ Date 09/13/24 X-Direction Checked Date Seale NTS Sheet No. 26 Project Jutras Residence Job No. 24158.10 Wall Line Wall Mark SW Length Trib Width EQ, WL 2wlh EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (o.s-o.t4sm(pL 0.6*DL Net Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 32 NOT TO CHANGE B 1 10.67 32 1.0 269 120 SW4 10.2 2.2 1.4 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 2.9 1.8 Shearwalls: 1 /2"sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"o.c. 1190 plf Re -Galt 1200 plf Fbldown Table (Floor Clear Span = 16") Nil - 0 kips None - 0.5 kips MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips Re -Galt 6.5 kips