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REVIEWED BLD2024-0330+Structural_Calculations+3.8.2024_4.17.38_PM+4115379RECEIVED Maria 2024 ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT; :............................................... Structural Calculations For: Scholten-Young Residence 21416 90t" Ave W Edmonds, WA 98026 Prepared for: Phillip Lehn Architect Job #: 11965-2023-01 Date: March 6, 2024 /STRUCTURAL NGINEERING SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212 CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 +0 ssfenglneers.com Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 21416 90th Ave W Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98026 Steel: AISC 360-16 Concrete: ACI318-14 Masonry: TMS 402/602-16 Latitude: 47.8046 N Longitude:-122.3547 W Ground Elevation 412 ft Occupancy Category Rick Cat—nnr a ASCF 7 Tahla 1 6-1 Seismic Load Summary: Analysis Procedure: Equivalent Lateral Force Procedure Lateral System: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance R: 6.50 Ca 4 Base Shear V = 6 kips Oo 2.5 Ss 1.283 S,= 0.451 SDs= 1.03 SDi 0.56 Cs 0.158 IE 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 1 Horizontal and Vertical Irregularities: Is the building a "Regular Structure'? (No horizontal or vertical irregularities) Yes Wind Load Summary: PERRI NVILLE 1 THEBOWL Lynnwo Or EDMONDS O 99 Edmonds © SEATTLE HEIGH WinCo Foods® Woodway y Esperance r � _ ome Depot Map data02023 V- 97 KZT 1.00 Exposure = B Dead Loads: Roof Floor Roofing 1 psf Finish Floor 2 psf 1/2" Sheathing 1.8 psf 3/4" Sheathing 2.7 psf Trusses @ 24" oc 2.5 psf Joists @ 16" oc 2.2 psf Misc./Mech. 1.5 psf Misc./Mech. 2 psf Ceiling Finish 2.8 psf Ceiling Finish 2.8 Solar Panels 5 psf 11.7 psf 15 psf Use 12 psf Use 15 psf Live Loads: Roof 20 psf Floor 40 psf Snow Loading Criteria: Ground Snow, p9 20 psf Flat Roof Snow Load, pt 25.0 psf Exposure Factor, C. 1.00 Sloped Roof Snow Load, ps 25.0 psf Thermal Factor, C, 1.00 Importance Factor, Is 1.00 Slope Factor, Cs 0.61 Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception. Allowable Bearing 1500 psf Active 55/35 pcf (Restrained/Unrestrained) Sliding,µ 0.3 Seismic Surcharge 8H Passive 250 pcf 9T2L-_T_2AL Eti_IKIl Scholten-Young Residence DATE 712812023 Criteria PROD. # DESIGN AD SHEET —ER-1 N � N O tD 6� v cQ m N co M o � N N 00 N 33 a E 4 0 oi op v a ut y v � e am N Q rvm * +' E 0 On d c c Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Seismic Force Resisting System Per Bearing Wall Systems Table 12.2-1 System Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance Type: Seismic Design Cat. D Risk Category II Site Class D (Defal Diaphragm Flexibility Flexible Ss 1.283 g 51 0.451 g R 6.50 Cd 4.0 Oo 2.5 le 1.00 12.0 ft Ct 0.02 x 0.75 Te 0.13 sec T 0.13 sec TD 0.11 sec Ts 0.54 sec TL 6.00 sec e 1.20 F 1.85 SMs 1.54 g SMI 0.83 g Ds 1.026 g SDI 0.556 g Cs 0.158 Controls 0.663 0.010 Cs, design 0.158 Bldg. Weight 35.0 k v cw , II, or III, or IV per Table 1.5-1 4ssumed default soil properties, per 11.4.3. 2% in 50 yr, Latitude & Longitude lookup 2% in 50 yr, Latitude & Longitude lookup Table 1.5-2 Table 12.8-2 Table 12.8-2 Building Period Per Alternate Analysis Eq.12.8-7 T (sec) Per Geotech Report Table 11.4-1 Table 11.4-2 F Eq.11.4-1 Eq.11.4-2 Eq.11.4-3 Eq.11.4-4 Eq.12.8-2 Eq.12.8-3 need not exceed, T < TL Eq.12.8-5 or12.8-6 minimum Section 11.4.8 Exception 2 Applied = s 5.5 k Eq.12.8-1, Strength Level Base Shear V = CsasdW 3.9 k Eq.12.8-1 ASD Base Shear Vertical Distribution ASD o= 1.3 k= 1.000 Section 12.8.1.3 Exceptions Regular Structure Yes s b Stories above grade Yes T 5 0.5s Yes p =1.0 No Not Site Class E or F Yes Risk Category I or II Yes If all exceptions are met, SDS may be taken as 1, but not less than 0.7*(Calculated SDS) T. = Cthn Eq. 12.8.7 SMs = Fa Ss Eq. 11.4-1 SM1 = F„ S1 Eq. 11.4-2 SDS = 2/3 SMS Eq. 11.4-3 SD1 = 2/3 SM1 Eq. 11.4-4 SDS Cs (RIIe) Eq.12.8-2 Cs =T(RIIe) Eq.12.8-3 Cs = SD1TL T (RIIe) Eq. 12.8-4 Cs >_ 0.044SDs1e Eq. 12.8-5 Cs >_ 0.01 Eq. 12.8-5 Cs >_ 0.5 (RIIe) Eq. 12.8-6 Cvx = wxhx�E 1 wxhi - En i=xFi Fpx - /fin wi wpx x Fpx >_ 0.2SDslewpx Fpx < 0.4SDslewpx Eq. 12.8-12 Eq. 12.10-1 Eq. 12.10-2 Eq. 12.10-3 Level h„ (ft) W. (k) hXk (ft) W%hXk Story Shear ASD Diaphragm Force (p not included) C_ (%) F, (k) SV (k) F,,ic Fp.,.in Fp.me: Fpx.desi,n Y=Fpx/Fx Roof 12.0 35 12.0 420 1.000 5.0 5.0 3.9 5.0 10.1 5.0 1.00 E 1 35.0 1 1 420 1 1 5.0 Scholten-Young Residence Seismic Criteria ®RO/T" AI_5=kE= MG DATE 712812023 PROJ. # DESIGN AD SHEET �� 0 rn c N C+� w Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method ASD Location and Building Dimensions Wind Coefficients Exposure B V= 97 mph Ka= 0.85 Table 26.6-1 Kn 0.57 Table 26.10-1 KQ 0.99 Table 26.9-1 G= 0.85 26.9.4 Transverse Wind Pressures L/B = 0.98 h/L = 0.26 Pressure Coefficients from Figure 27.3-1: Bldg Face G, Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.46 / 0.04 Leeward Roof -0.52 Wall Pressures (Unfactored): Calculate Kzt? Yes Kzt 1.00 Roof Type Hip Roof Slope - Transverse Dir 16 degrees Roof Slope - Long Dir 16 degrees Ground to top of roof 15.25 ft Bot of roof to top of roof 3.25 ft Mean Roof Height, h 13.625 ft Short Plan Dimension 53.25 ft Long Plan Dimension 54.5 ft Parapet? No Ground to top of parapet ft Average Parapet Height ft Velocity Pressure at Mean Roof Height, qh = 11.6 psf ASD Roof Pressures (Unfactored) ASD Ht % vans i..en: .an: Ps 0-15 0.57 11.50 7.82 4.93 9.6 15-20 0.62 12.51 8.50 4.93 9.6 20-25 0.66 13.31 9.05 4.93 9.6 25-30 0.7 14.12 9.60 4.93 9.6 30-40 0.76 15.33 10.42 4.93 9.6 41-50 0.81 16.34 11.11 4.93 9.6 51-60 0.85 17.15 11.66 4.93 10.0 61-70 0.89 17.95 12.21 4.93 10.3 71-80 0.93 18.76 12.76 4.93 10.6 81-90 0.96 19.36 13.17 4.93 10.9 91-100 0.99 19.97 13.58 4.93 11.1 Longitudinal Wind Pressures L/B =1.02 h/L = 0.25 Pressure Coefficients from Figure 27.4-1: Bldg Face c Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.46 / 0.04 Leeward Roof -0.52 Wall Pressures (Unfactoredl: Windward Leeward Horiz Proj (Psi) Max Min 0.4 -4.6 -5.1 4.80 ASD Roof Pressures (Unfactoredl ASD Ht K: q: P--ft PI-11k Pens (Psf) 0-15 0.57 11.50 7.82 4.88 9.60 15-20 0.62 12.51 8.50 4.88 9.60 20-25 0.66 13.31 9.05 4.88 9.60 25-30 0.7 14.12 9.60 4.88 9.60 30-40 0.76 15.33 10.42 4.88 9.60 41-50 0.81 16.34 11.11 4.88 9.60 51-60 0.85 17.15 11.66 4.88 9.92 61-70 0.89 17.95 12.21 4.88 10.25 71-80 0.93 18.76 12.76 4.88 10.58 81-90 0.96 19.36 13.17 4.88 10.83 91-100 0.99 19.97 13.58 4.88 11.08 AL _tiG=1`E_ NG Windward Leeward Horiz Proj (Psi) Max Min 0.4 -4.5 -5.1 4.80 Scholten-Young Residence DATE 712812023 Wind Criteria PROJ. # DESIGN AD SHEET CR-3 tu IL N Z O 0 Z 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: 21416 90th Ave W, Edmonds, WA 98026, USA Coordinates: 47.8045998,-122.3547397 Elevation: 412 ft Timesta m p: 2023-05-04T1 9:34:19.591Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 Lynnwood 412 ft © ' �� SEATT LE NEIG MTS /� finCo Foods® Esperance r Mountlake (� Terrace , p,;_, J Map data 02023 Google 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 I ------------------------- 100 mph Risk Categoryll------------------------------- 97 mph Risk Categoryll------------------------- 110 mph Risk Category III ----------------------------- 104 mph Risk Category III -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. 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: 21416 90th Ave W, Edmonds, WA 98026, USA Coordinates: 47.8045998,-122.3547397 Elevation: 412 ft Timesta m p: 2023-05-04T19:33:43.805Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.283 MCER ground motion (period=0.2s) St 0.451 MCER ground motion (period=1.0s) SMS 1.539 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.026 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Lynnwood _ x THE BOW _ Or EDMON 412ft © , Marina © Edmonds se.111E NEw irs Beach Park WinCo Foods® Woodway Esperance Mountlake ® Brier P RichmondILTerrace (. Map data ©2023Google 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 0.91 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.655 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.283 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.409 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.209 Factored deterministic acceleration value (0.2s) S1 RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.504 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.896 Factored deterministic acceleration value (1.0s) PGAd 0.776 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 CR-5 Lu�c�raE �4att�Si.,' ��lObGtl} V'Al G Avfa Dui WX }C WX V\Y CiX ry.. 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