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REVIEWED BLD2023-0366+Structural_Calculations+3.27.2023_10.06.07_AM+3444479RECEIVED Apr 03 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0366 ........... REVIEWED - BY - CITY OF EDMONDS BUILDING DEPARTMENT Structural Calculations For: Goerlich Residence 9626 216t" PI SW Edmonds, WA 98020 Prepared for: Ar•7�-31 Date: Strobl Design LLC 10963-2022-30 February 1, 2023 SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 00/.. CTURTACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212 GINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 Q+ ssfengineers.com Criteria Sheet Codes Project Location Structural IBC 2018 Street & Number 9626 216th PI SW Loading ASCE 7-16 City: Edmonds State: WA Wood: NDS 2018 ZIP: 98020 Steel: AISC 360-16 Concrete: ACI318-14 Latitude: 47.8027 N Masonry: TMS 402/602-16 Longitude:-122.3625 W Ground Elevation 371 ft Occupancy Category AicL f +cnnnr II A'Z F 7 T.N. 1'.-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 Cd 4 Base Shear V = 9 kips 00 2.5 SS 1.282 SI= 0.451 Sps 1.00 Spy 0.56 Cs 0.154 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) Yes Wind Load Summary: THE BOWL OFEDMONDS Edmonds j i Ito Foods Woodway _ Esperance C) stco Wholesale Map data C V= 98 KZr 1.00 Exposure = B Dead Loads: Roof Floor Roofing 1 psf Finish Floor 1 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. 1.3 psf Ceiling Finish 2.8 psf Ceiling Finish 2.8 Solar Panels 5 psf 10 psf 15 psf Use 10 psf Use 15 psf Live Loads: Roof 20 psf Floor 40 psf Snow Loading Criteria: Ground Snow, p9 20 psf Flat Roof Snow Load, pr 25.0 psf Exposure Factor, CQ 1.00 Sloped Roof Snow Load, ps 25.0 psf Thermal Factor, Ct 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 Project DATE 113112023 ' Criteria PROD. # 9T2L'CT_RAL DESIGN ENG Eti_IkEE�Il+{G SHEET 1 7 Seismic Design ASCE 7-16 Seismic Analysis Equivalent Lateral Force Procedure Apply Section 12.8.1.3 (Where Applicable)? Yes System Bearing Wall Systems Seismic Force Resisting System Per Table 12.2-1 Type: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance Seismic Design Cat. D Risk Category II Site Class D (Default) Diaphragm Flexibility Flexible Ss 1.282 g S, 0.451 g R 6.50 Cd 4.0 fro 2.5 le 1.00 hn 12.5 ft Ct 0.02 x 0.75 Ta 0.13 sec T 0.13 sec To 0.11 sec Ts 0.56 sec TL 6.00 sec Fa 1.20 F 1.85 SMs 1.54 g SMI 0.83 g SDs SDI 1.000 g 0.556 g Cs 0.154 Controls 0.643 0.010 Cs, design 0.154 Bldg. Weight 55.4 k , II, or III, or IV per Table 1.5-1 %ssumed 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 Fa 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 V = CSW 8.5 k Eq.12.8-1, Strength Level Base Shear V = CsasaW 6.0 k Eq.12.8-1 ASD Base Shear Vertical Distribution ASD o= 1.0 k= 1.000 Section 12.2.1.2 1. Regular Structure Yes 2.5 5 Stories above grade Yes 3.T50.5s Yes 4. p =1.0 Yes 5. Not Site Class E or F Yes 6. Risk Category I or II Yes If all items above are met, SDs may be taken as 1, but not less than 0.7*(Calculated SD5) T. = Cthn Eq. 12.8.7 SMs = FaSS Eq. 11.4-1 SMl = F„ Sl Eq. 11.4-2 SDS = 2/3'SMS Eq. 11.4-3 SD1 = 2/3.SM1 Eq. 11.4-4 Cs (SDS Eq.12.8-2 Cs SDI T(R/Ie) Eq.12.8-3 Cs TZ(R/Ie) Eq.12.8-4 Cs >_ 0.044SDsle Eq. 12.8-5 Cs >_ 0.01 Eq. 12.8-5 Cs >_ 0.5 (R ' Eq. 12.8-6 Cvx = Wxhkl y 1 wxhk Eq. 12.8 12 F x= En xFr/ n W x p E{=x w1 P Eq. 12.10-1 Fpx >_ 0.2SDSI Wpx Eq.12.10-2 Fpx < 0.4SDSI Wpx Eq. 12.10-3 Level h„ (ft) W„ (k) hxk (ft) Wxhxk Story Shear ASD Diaphragm Force (p not included) Cox (%) F. (k) SV (k) Fpx.caic Fpx.min Fpx.max Fpx,deslgn Y=Fpx/Fx 3 12.5 47.2 12.5 590 0.935 5.6 5.6 5.6 6.6 13.2 6.6 1.18 2 5.0 8 5.0 41 0.065 0.4 6.0 0.9 1 1.1 1 2.3 1.1 1 2.96 2: 55.4 631 6.0 QT i`CFLifiAL _tip=KEEFiIhiG Project DATE 113112023 Seismic Criteria PROJ. # DESIGN ENG SHEET 2 E 0 a`> cn v, Li 4 4 z 0 W z 2 Wind Design - MWFRS ASCE 7 Chapter 27 - Directional Procedure Design Method ASD Location and Building Dimensions Wind Coefficients Exposure B V= 98 mph Kd 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 UB = 0.38 h/L = 0.44 Prac-ra rnaffiriantc from Fin- 77 4-1- Bldg Face C Windward Wall 0.8 Leeward Wall -0.50 Windward Roof -0.43 / 0.01 Leeward Roof -0.58 Wall Pressures 11Jnfactnmr1l• Calculate Kzt? Yes Kzt 1.00 Roof Type Gable Roof Slope - Transverse Dir 19 degrees Roof Slope - Long Dir 0 degrees Ground to top of roof 15 ft Bot of roof to top of roof 5 ft Mean Roof Height, h 12.5 ft Short Plan Dimension 28.5 ft Long Plan Dimension 75 ft Parapet? No Ground to top of parapet ft Average Parapet Height ft Velocity Pressure at Mean Roof Height, qh = 11.9 Psf A,n Rnnf Pra-irac 11 lnf-tnrarll ARIL Ht K: % P--11s Piwwens Pwans (Psf) 0-15 0.57 11.75 7.99 5.04 9.6 15-20 0.62 12.78 8.69 5.04 9.6 20-25 0.66 13.61 9.25 5.04 9.6 25-30 0.7 14.43 9.81 5.04 9.6 30-40 0.76 15.67 10.66 5.04 9.6 41-50 0.81 16.70 11.36 5.04 9.8 51-60 0.85 17.53 11.92 5.04 10.2 61-70 0.89 18.35 12.48 5.04 10.5 71-80 0.93 19.18 13.04 5.04 10.8 81-90 0.96 19.79 13.46 5.04 11.1 91-100 0.99 20.41 13.88 5.04 11.4 Longitudinal Wind Pressures UB=2.63 h/L=0.17 Pressure Coefficients from Figure 27.4-1: Bldg Face C Windward Wall 0.8 Leeward Wall -0.27 Windward Roof -0.9/-0.18 Leeward Roof -0.30 Wall Pressures 11-Infactnmr1l• Windward Leeward Horiz Proj (Psf) Max Min 0.1 -4.3 -5.8 4.80 ASh Rnnf Praccnrac IIInfartnrarll ASII Ht Kz q� Pww-lls Piwwans Pmlls (Psf) 0-15 0.57 11.75 7.99 2.70 9.60 15-20 0.62 12.78 8.69 2.70 9.60 20-25 0.66 13.61 9.25 2.70 9.60 25-30 0.7 14.43 9.81 2.70 9.60 30-40 0.76 15.67 10.66 2.70 9.60 41-501 0.81 16.70 11.36 2.70 9.60 51-60 0.85 17.53 11.92 2.70 9.60 61-70 0.89 18.35 12.48 2.70 9.60 71-80 0.93 19.18 13.04 2.70 9.60 81-90 0.96 19.79 13.46 2.70 9.70 91-100 0.99 20.41 13.88 2.70 9.95 Windward Leeward Horiz Proj (Psi Min Max 8 -9.1 -3.0 4.80 Project DATE 113112023 Wind Criteria PROJ. # Tsi _ti3:1`¢ Tti_ DESIGN ENG SHEET 3 E 0 iv a� c rn a { Wr LATF9.A L ANgI-'q�� S�ISMtC. W�IGEIT OL 0L `3 f S � @ FLoOR QUSE SSE PAc�E a FoK SEISM-+c pARAMf"[" F5 t VIEKII(AL Valf-4011roAfl VsetswtC- = 6.0 lc. COSTRUCTURAL ENGINEERING G0 E Rc.I-{ REaFWcC PRO-Ec- DA?E DEIGN _Jr 1 S _ No m c v oc � N c m o N 00 �o 6occ �a u �Ln a' _V 0 r m m Wa J Qo W N H I I I E P- MWf1�5 Sf-r-- PACE 1� f0k wwO +PRE%%VA l (-AL.c.u(-A I FaR 'ENlkOE C\;kLrDkMC,, T-lo NIS o�R�c"rie/�1 UNcs = I s' x �4,% pt F t la` Y 6T-0-Pt f -- 6'7 k— E I�.1 AtR E ( `['t 6 N w�noF q.60 Psf x 0.5'r'-('1� 62.`1 pt f 9,60 rzF K (4tfLF COSTRUCTURAL ENGINEERING Pw J DATE_ PRO K.0 DES'G\ L ;Z S14=- h� i CSlL1) N/S SKfAt?wLL.S 7-t I pL ( l5 S O O 1A co t#- LCNbT'i t a61 l6 5hEAR lo�ptF 17Spt.f wk L-L_ (E 1 w 6 D"l l3 13 � CSC 6 a4eo q FL00 (Z 33 P� F (E\ (N1 LL)A6 moo a 3Occ tt Lc'NLIkA 4, l6' SHED lz iI- E WALE NVJ - gaVa 1C O STRUCTURAL ENGINEERING GoE. _L�c.H REST ENC c-c- -= E;AB �3 TF folk L 0Fs IGA 36.6 PI � Lit C) �0.a� a36a�E x S6 k (,oA1) y16 �-6 t� = qS"arl LE/V4 " SHEAR 59•S �� F 13 6 ��( REoucc fl(- RID - CS16 t#- ft_©o 15pLE a 6 � (N1 (ti11 SrCAv. S6.3?lf 56,3P1 E wALL W6 w( fC O STRUCTURAL ENGINEERING of N ID GCCK. -tLh iDEAfcE _�W 4 F- •W c� a a z 0 (n z W V) M S PA-tJ g' ``l 1 fn : f v 96 ,ps; a 0, v'?, "^ , L/ 7 8 7 (� SVAN = 10' w = so p, ( M'' �,uo k-Ft K `Ioo++- 10 STRUCTURAL ENGINEERING RooF fRAAkkAjc, I-Lo0 K F KAM\A/C, ADDITIo N r =- i VERZIILA-L FiZSMIAt6, O SPAN w _ `t6,SPIr SPAS- 6 w = 6S0 p�F fy = II`15 ps'; �17a� 0 0STRUCTURAL ENGINEERING no M = l`15 u-Ft Q PA A) = 11, 5' LAI M= �1,63 k—Ft 6xg CroEKL-k(H �o-:EcT DATE PROi. r KIDS DESIGN y J,. SHEET v R71cAL FRAMI-AI6, 10 a3• O M, 4,. -S k Ft R= l.6lk (POT-pli-kCh R l uDfmce PRO -'EC - STRUCTURAL ENGINEERING DATE Ka B DESIGN W Q J Q 0 W Q N H F •W Q LL } a z 0 z W 3 SH_rT M i AJ G, - V s e 0.7 40P L& C c�FlL�fr;e+. pQr I BL �\1C5rS+ C&1e t6'1 f n 7, — 3 6k6 — M = Z Lo a? 4 y� fy = 3o7�s' d olklll . 0,0 S `I LEIS 7 I use Cx6 P6,,T La( (1. A3S Tof & 607 COSTRUCTURAL ENGINEERING 60E�Ltch c �?c c DA JK 194 DE �:�-N •W c) a LL } a N Z 0 V) Z W N S. --