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REVIEWED BLD2022-0533+Structural_Calculations+4.26.2022_4.16.00_PM+2829018BLD2022-0533 RECEIVED Apr 29 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations For: Lessley Residence 22629 9611 Avenue West Edmonds, Washington 98020 Prepared for: Luxe Stijl Design LLC Job #: 10509-2021-01 Date: December 14, 2021 �/- STRUCTURAL `/NGINEERING SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 O 206.443.6212 ssfengineers.com TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 0 253.284.9470 Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 22629 96th Avenue West Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-14 Latitude: 47.7932 N Masonry: TMS 402/602-16 Longitude:-122.3612 W Ground Elevation 391 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 = 14 kips Oo 2.5 Ss= 1.28 Si 0.449 SDs- 1.02 SDr 0.55 Cs 0.158 IE 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 2 Horizontal and Vertical Irregularities: Is the building a "Regular Structure"? (No horizontal or vertical irregularities) No Wind Load Summary: THE BOWL �I OFEDMONDS, Edmonds - `� I ,oa Co Foods Woodway Esperance _ i Costco Wholesa Richmond Beach, ZSaltwater Park Sr ECHO LAKE Map data 02021 Dead Loads: V= Exposure = 98 B KZT 1.00 Roof Wall Roofing 2.5 psf Siding 2 psf 1/2" Sheathing 1.5 psf 1/2" Sheathing 1.5 psf Rafters/Trusses 2 psf Framing 2 psf Insulation 1 psf Insulation 1 psf 5/8" GWB 3.1 psf 1/2" GWB 2.5 psf Misc./Meth. 2 psf 9 psf 12.1 psf Use 10 psf Use 15 psf Floor Flooring 1 psf 3/4" Sheathing 2.3 psf Joists 2.6 psf 5/8" GWB 3.1 psf Misc./Meth. 1 psf 10 psf Use 10 psf Live Loads: Snow 25 psf Floor 40 psf Garage 40 psf 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 0.45 Seismic Surcharge 8H Passive 350 pcf Lessley Residence DATE 1112012021 Edmonds, Washington PROD. # 9T2LCT_2AL Eti_IkEE�I*iG DESIGN JDT SHEET CR1 J 4 a°va am Z 2 Z W 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 (DefauR) Diaphragm Flexibility Flexible Ss 1.28 g 51 0.449 g R 6.50 Ca 4.0 Oo 2.5 le 1.00 15.9 ft Ct 0.02 x 0.75 Te 0.16 sec T 0.16 sec TD 0.11 sec Ts 0.54 sec TL 6.00 sec e 1.20 Fv 1.85 SMs 1.54 g SMI 0.83 g Ds 1.024 g SDI 0.554 g Cs 0.158 Controls 0.536 0.010 Cs, design 0.158 Bldg. Weight 87.7 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 Fv 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 13.8 k Eq.12.8-1, Strength Level Base Shear V = CsasdW 9.7 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 No 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�� 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 Story Shear ASD Diaphragm Force (p not incl ---- --- ----- ---- --- ----- ----- --- ----- Lessley Residence Seattle, Washington =TL-�FGi AI_ MG DATE 1112012021 PROJ. # DESIGN JDT SHEET CR2 0 rn c N u, C+� w Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method ASD Location and Building Dimensions Wind Coefficients Exposure B V= 98 mph Ka 0.85 Table 26.6-1 Kn 0.58 Table 26.10-1 Ke 0.99 Table 26.9-1 G= 0.85 26.9.4 Transverse Wind Pressures L/B = 0.74 h/L = 0.37 Pressure Coefficients from Figure 27.3-1: Bldg Face G, Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.4/0.07 Leeward Roof -0.58 Wall Pressures (Unfactored): Calculate Kzt? No Kzt 1.00 Roof Type Hip Roof Angle - Transverse Dir 19 degrees Roof Angle - Long Dir 19 degrees Ground to top of roof 18.75 ft Bot of roof to top of roof 5.75 ft Mean Roof Height, h 15.875 ft Short Plan Dimension 43.25 ft Long Plan Dimension 58.5 ft Parapet? No Ground to top of parapet ft Average Parapet Height ft Ht of 2nd Level Above Grade 0 ft Velocity Pressure at Mean Roof Height, qh = 12.0 psf ASD Roof Pressures (Unfactored) ASD Ht q: wan: iwwen: wan: Ps 0-15 0.57 11.74 7.99 5.11 9.6 15-20 0.62 12.77 8.69 5.11 9.6 20-25 0.66 13.60 9.25 5.11 9.6 25-30 0.7 14.42 9.81 5.11 9.6 30-40 0.76 15.66 10.65 5.11 9.6 41-50 0.81 16.69 11.35 5.11 9.9 51-60 0.85 17.51 11.91 5.11 10.2 61-70 0.89 18.34 12.47 5.11 10.6 71-80 0.93 19.16 13.03 5.11 10.9 81-90 0.96 19.78 13.45 5.11 11.1 91-100 0.99 20.40 13.87 5.11 71.4 Longitudinal Wind Pressures L/B =1.35 h/L = 0.27 Pressure Coefficients from Figure 27.4-1: Bldg Face c Windward Wall 0.8 Leeward Wall -0.43 Windward Roof -0.35 / 0.14 Leeward Roof -0.58 Wall Pressures (Unfactoredl: Windward Leeward Horiz Proj (Psi) Max Min 0.7 -4.1 -5.9 4.80 ASD Roof Pressures (Unfactoredl ASD Ht K: q� P-11K PI-1h Pwans (Psf) 0-15 0.57 11.74 7.99 4.39 9.60 15-20 0.62 12.77 8.69 4.39 9.60 20-25 0.66 13.60 9.25 4.39 9.60 25-30 0.7 14.42 9.81 4.39 9.60 30-40 0.76 15.66 10.65 4.39 9.60 41-50 0.81 16.69 11.35 4.39 9.60 51-60 0.85 17.51 11.91 4.39 9.78 61-70 0.89 18.34 12.47 4.39 10.12 71-80 0.93 19.16 13.03 4.39 10.45 81-90 0.96 19.78 13.45 4.39 10.71 91-100 0.99 20.40 13.87 4.39 10.96 Lessley Residence Seattle, Washington 4T L +AL _tiG=1`E_ NG Windward Leeward Horiz Proj (Psi) Max Min 1.5 -3.6 -5.9 4.80 DATE 1112012021 PROD. # DESIGN JDT SHEET CR3 tu IL Q LATERAL ANALYSIS SEISMIC DESIGN ROOF DIA.: 15 PSF x 2,531 SQ.FT. + 5 PSF x 1,991 SQ. FT. = 47.9 KIPS MAIN FLOOR DIA.: 20 PSF x 1,991 SQ. FT. = 39.8 KIPS BASE SHEAR = 12.6 KIPS WIND DESIGN ROOF DIA.: 4.80 PSF x 5.75 FT. x 0.75 + 9.60 PSF x 3.75 FT. = 57 PLF MAIN FLOOR DIA.: 9.60 PSF x 6.5 FT. = 62 PLF DIRECTION LEVEL PLF WIDTH FORCE N/S ROOF DIA. 57 PLF 43.25 FT. 2.5 KIPS N/S MAIN FLOOR DIA. 62 PLF 43.25 FT. 2.7 KIPS E/W ROOF DIA. 57 PLF 58.5 FT. 3.3 KIPS EW MAIN FLOOR DIA. 62 PLF 58.5 FT. 3.6 KIPS N/S BASE SHEAR = 5.2 KIPS E/W BASE SHEAR = 6.9 KIPS 0 0STRUCTURAL ENGINEERING LESSLEY RESIDENCE PROJECT EDMONDS, WASHINGTON DATE PROD. # JDT DESIGN L1 Q SHEET 0 0STRUCTURAL ENGINEERING LATERAL DESIGN KEY PLAN (E)3.75' II - 75' — oa oa 13.25' 2 MAIN FLOOR PLAN PROPOSED 2• SCALE: y" = P-0" MAIN FLOOR PLAN LESSLEY RESIDENCE PROJECT EDMONDS, WASHINGTON DATE PROJ. # JDT DESIGN L2 SHEET N/S DIRECTION - SEISMIC DESIGN ROOF DIA: FORCE (KIPS) SHEARWALL LENGTH (FT.) SHEAR (PLF) SHEARWALL TYPE OVERTURNING (KIPS) HOLDOWN TYPE 0 0STRUCTURAL ENGINEERING LATERAL DESIGN Fx = 9.8 K (W) (E) 5.9 K - 0.1 KLF(15 FT.) 3.9 K = 4.4 K 20.5 FT. -- 215 PLF -- W6 -- 1.7K-0.6DL -- HDU2 -- LESSLEY RESIDENCE PROJECT EDMONDS, WASHINGTON DATE PROD. k JDT DESIGN L3 1 SHEET E/W DIRECTION - SEISMIC DESIGN ROOF DIA: FORCE (KIPS) SHEARWALL LENGTH (FT.) SHEAR (PLF) SHEARWALL TYPE OVERTURNING (KIPS) HOLDOWN TYPE 0 0STRUCTURAL ENGINEERING LATERAL DESIGN Fx = 9.8 K (N) (S) 4.9 K 4.9 K - 0.1 KLF(13.75 FT.) = 3.5 K -- 21 FT. -- 167 PLF -- W6 -- 1.3K-0.6DL -- NONE LESSLEY RESIDENCE PROJECT EDMONDS, WASHINGTON DATE PROD. # JDT DESIGN L4 1 SHEET GRAVITY DESIGN KEY PLAN D0 ® O 001 " o0 mm r� R3 _ R1 R2 2 MAIN FLOOR PLAN PROPOSED 2• SCALE: y" = P-0" ROOF FRAMING 0 0STRUCTURAL ENGINEERING LESSLEY RESIDENCE PROJECT EDMONDS, WASHINGTON DATE PROD. # JDT DESIGN G1 W Q J 2 ac�i U)� E 0 U VI N N C N N 1 SHEET Header R (2)2x8 W= 440 plf R= 880 Ibs L= 4 ft M= 880 ft-Ibs b= 3.00 in Fb= 402 psi d= 7.25 in Fv= 42 psi E= 1300 ksi 4= 0.02 in Cv= 1 1.00 <_1.0 1 1/ 2346 W Header R2 GL 3 1/2x10 1/2 W= 540 plf R= 2,768 Ibs L= 10.25 ft M= 7,092 ft-Ibs b= 3.50 in Fb= 1,323 psi d= 10.50 in Fv= 94 psi E= 1800 ksi 4= 0.22 in Cv= 1 1.00 <_1.0 1 1 1/ 557 W Header R3 GL 3 1/2x10 1/2 W= 260 plf R= 2,113 Ibs L= 16.25 ft M= 8,582 ft-Ibs b= 3.50 in Fb= 1,601 psi d= 10.50 in Fv= 77 psi E= 1800 ksi 4= 0.67 in Cv= 1 1.00 <_1.0 1 1 1/ 291 W 0 11�,� STRUCTURAL ENGINEERING 2124 Third Avenue. Suite 100. Seattle. WA 98121 www.swensonsayfaget.com Office: 206.443.6212 Fax: 206.443.4870 Project: Lessley Residence Edmonds, Washi Roof Framin Date: 11/20/21 Project #: Design: JDT Sheet: G2