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REVIEWED BLD2023-1289+Structural_Calculations+10.17.2023_8.54.21_AM+3844433RECEIVED Nov 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-1289 ......... . . .............. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: .............................................. Structural Calculations Fc)(-: Crook-Sixto 11-4ddition 8619 184"St SW E d' rn o n d's, WA 98020 Prepared for: Strobl Design LLC Job #: 10963-2023-16 Date:. September 14, 2023 T 1.1" Page 1 of 10 i �3;7'2 (-NL-kil� VIA !I i S, i, Criteria Sheet Cones Project Location 5t,:,cturai IBC 2018 Sweet & Number 8619184th St SW Loading ASCE 7-16 .0 y Edmonds State- WA. Wood, NDS 20181 SDPWS 2015 ZIP: 98020 steel: ;:ISC 360.16 Ca-lcre;e: ACI318-14 Latitude. 47:8330 N Ma_onry: I MS 4021502-16 Longitude:-122:35Q2 W Ground Elevation 327 ft Occupancy Category RtskCalegory it11 ASCE 7 r-bir I r I Seismic Load Summate: Analysis Procedure; Equivalent Lateral Force Procedure Lateral5yste:n: Light- frame(wood)WalisSheathcaV:htgWood $truetural Panels Rated for Shear Rcsrstartee it 6.50 c�= 4 Base Shear V = 5 kips 0,.= 2.5 Ss- 1.302 5,= 0.461 SOS= 1.00 G.85 C,.. 0.154 IF- to Story Information # Stories Above Grade (1kiudlny Mezzanineleyels) 2• Horizontal and Vertical Irregularities: N the bu ldfr,g a "RegularStructtxe'? (No -horizontal or vertical kregularitim) Yes Wind Load Summary: V= 98 Kra 400 Exposure = B Dead Loads; r _fare, l'''c`:<'i' r� ;>,, sr nreiv;. , • :r}: �;LyrimV.tsoiJ Rpt+oartnS � >Edrrlontis' ''�•• ?,rnrE= siric�r�g ,,.r Roof Floor Roofing 1 Psi Finish Floor 2 psf 112' Sheathing 1.8 psf 3f4" Sheathing 2.7 psf Trusses @.24" oc 2.5 psf Joists `aa) 16" oc 2:2 psf Mlse.Wech. 1.5 psf Misr./Mech,. 2 psf Ceiling Finish . 2.8 psf Ceiling Finish 2.8 Solar. Panels 5 psf 11.7 psf 1,5 Of Use 10 psf Use 15 psf Add'I Seismic Weight 10 psf Add'i Seismic Weight 5 psf Seismic Weigtit 20 psf 5*1Smic Weight 20 psf Live.Loads: Roof --2 psf Floor 4" pSf Snow Loading Criteria: Ground $now, pt 20 psf Flat Roof Snow Load. p. 25.0 psf I.mpoitance Factor•.I, 1.00 Exposure Factor. C, t:00 Sloped :Roo(SnowLoad. pt .25:0 psi Thermal Factor. C.. 1.00 Slope Factor. C, 0.6.1 Sails: Allowabie Bearing 1500 psf Acttvc 55135 pcf:(Restrained/Unrestralned) Silding,V 0.3. Seismic5urcharge 8H Passive 250 pcf Soils R.epor, Provided? No To be.approved by ',he authorlty having jurisdict ort por i.13 2 excoptlen. Site Sper.;f:c Ground Motion H820r6 A^a!ysis Prcvided-� No C odK-Stx c DA1E 9.114/2023 Criteria PROJ, A: TruC7uRAL DSK Page 2 of 10 Seismic Design ASCE 7.165e:Sm:: Aim:ys � Er:1;vyie;ytLatwv Force Procedure Apply Section 12.6.1.3 (Whe:eAdp;icabie!? Yes Systam Bearing Wall Systems Se;smle Furcc ReA it,trng S•ys.tem f'or y_ ..... f...................................................._...........---- -- -.......................................................... �abe12�-1 _ yue L ht-frame v+ood}Walls Sheathed with Wood Structural Panekfisted for Shear Resistance Seismic Desty.-t Ca:. D Risk Category II t. It. or Ill. o, IV per -able 1.5-1 S':c• Cs:;:s O (Defa-jo) gssumed:defa�l; soil grope t e9, acrlt.4.3. niaphfagmn FlexiD:]:h, Flexible Ss 1,302 S, 0.461 F 6.50 17.2 It CI 0.02 0,75 Tq T 017 <.�•_ T" 0,17 So C TS 0.85 scc T, 6.00 Sec F. 1.20 F, 184 12.7 g 5;,; 1.000 g....... S 0.848 0.154 controls E, OJ72 0.010 C,, dcaign Bldg, Wo;gh: 29.3 k V = C•,W ,,S,ti«,:,v GtJGrNEtERsnr+:. ?`:i. in 50.y:, La:i:udC �.LonS�;urde �ookua °b in 50 yr. Lotitude & Longitude lockup S LcU7n 12.8.7.3 t, Reguiar S;ru::t;JrQ. Yet 5 Stores above.grode Yes 0.5s Yes 4.P=1.0 Yes 5, 11:0: S::e Cia_.s E or F Yes 6. Lis:. Caieao!-� I or II Yc; If a;l +:eft:.; above. ate --mot, Sr,t may be taken as I.G. butnot iess than 0.7•(Ca;cuiated Sr,,) i abie 1.5.2 7`Q = CthR Eq. 12.8.7 f a4�1e.12-8-2 raD:e 12.872 Buikhng Period Per SMS = &Q s Eq, 11.4-1 Altemate Anaiysis :0.t2.8.7 T(sec) Slgl = �u$i Eq. 11.4-2 ' SDS_.%SAls' Eq.11.4-3 Pe; Geotecl.)l2epott SD] ! A13SM1 Eq 11.4-4 Fo able 11.4-1 F 11.4-2 C •SDS . s _ (R/tt) E 12.8 2 q' i able Sn: Cs �.. T(R/Te) Eq. 12.8-3 E0..1L4.2 0:11.4.3 CS = SDITL Eq. 12.8-4 c4:1t:d-4 Tz(R/Je) ` C,S 0.0444,311 Eq:13.8-5 :a-12.s-2 t s �:'0.01 Eq.'12:8-� q,12.8-Smeed net exceed, T < T� :q.12S-5.or12.8-6 minimclm ioctfon 1t 4.8 Exception 2 Applied Cvz = Wgarhx /E 1 w,rhf r Eq.12.8-12. W�X . Eq.12.10-1 :a. 12.3.1. Strength Leyel Base Sheet Fp,, O1SDS1ewpx Eq:12.,10-2 _e.12 LM ASD Base Shear Crook•SIXttl Seismic Criteria DA i t c'14.?023 d'ROA # tC3rrt:S UCR DSK yrILG� 2 Page 3 of 10 Wind Design - MWFRS ASCE 7 Chapter 2.7 - D':rec::o••fat Procedure Desigrs W44 oc. : ASIASID Wind Coeff a+cr, s. Ezpo;u•e 88.. V- 98 mph K�•- 0.65 Tao'e 26.64 K_ 0 57 abtr- 26 10-1 G:= 0.85 ;?6.9.4 Trai verse Wind Pressures UIB 0.8.0. hiL = 0.32 PrPRFLIFP C]nPHICc,Intc frnm Fiaura 97.4-1• Bldg Face Co Windwma Wal; 0.8 Leeward Wail -0.50 Windw3id Roof -0.9 i -rim Leev:ard Poof -0.36 Wn6 Pressures fUnfactnient Location and Bundmg Dimensions Calc.ratc• R;.;? Y441S. .. Kzt tAO: Rouf Type t�.,-611e Roof Slope • Transverse D r 0 cegrees P.00f Slope - Lon., Der 2263 aegrecs rroUnd to top of roof 15.25 f; But of root to top of rcof 7 ft. (`lean Roof Height. n 12 75 if Short D:-n vi5ion 40 .ft Long Pan Dl mension 50.1 ft Par,pc•t'' N0 Ground to top of parapet ft AVe:ayc Pa,aOet He: In. It VolorlyPressure at Mears• Roof tie;ght. Ce= 11:9 psf ASD Roof Pressures illnfaeioredl ASD HI K, ii, P,....., P ..„ :: Pw,... (Psi) 0.15 0.57 11.77, 800 5.04 9.6 15-20 0.62. 12.80 8.71 5.04 9.6 20-25 0.66.' 13.6.3 9.27• 5.04 9.6 25 =G 0.7 1.4.46. 9.83 5.04 9.6 30.40 0.76 15.70 10.67 5.04 9:G 41-50 0.81 16.73 1138. 504 9.9 51.60 0.85 17.55 11:94 5.04 10.2 61.70 O.o9. 18.38 12.50 S 64 f0.5 71-80 0.93 : 19 21. 13.06 504 10,9 8t-90 0.96. 19.93 13.48 5.04 11.1 91-100 0.99 • 20,45 13.90 5.04 "A Loa91tudinal Wind Pressures LIB =1,25 r'L_n.25 Peach.va ^nnrnrInntc f•nm Fin,i.e. 97 AA - Bldg Pace Windwa, d Wall 0.8 Leoviard Wall .-0.45 WrndwatdPoef -0:25/'0.25 Leeward Roof 0:60 Wall P re ss hies ltinfa r.tora dl- A, fn Ht Kr q, P., P...., P«a,,: (PsO 0.15 0.57 1177 8.00 4.53 9A 15-20 O.G2 12.80,; 8.71 4.53 9.6 20.25 _..... 066 13.63 ..._........_:... 9.27 4.53 9.6 25-30 0.7 14.46 9.83 4.53 9.6 30-40 0 76. 15.70 10:67 4.53 9.6 41-50 0.81 16.73 1138 4.53 9.6 51-r13❑ 0.65 17.55 11.94 4.53 9.9 61 r0 W19 18.38. 12 50 4.53 10:2 71-90 0.93.: 19.21 13.06 4.53 10.6 8190 0.96: 19.63. 13.42 4.53 -- .............. 10.6 91 t00 0 99 20.45 13.90 4.53 V.1 X-"SY r.:t.,"rJ.^: AL Crobk•SNW W1nd CtlCorfa rldrJatll Leeward Horiz Proj - Malt '--- Amrt......... {Pstj S 8, : 9.1' 46. 4.80 Roo1.Pm:;5acs {Unf6[ror0di ASD Vllndward Horiz Proj Leev:artl Max Mln {PSf} 2.5 -2.5 -6.1 5.1 DATE 9.141202-3 PROD. C MSIGIN DSK Sh16ET 3 Page 4 of 10 c 0 COSTRUCTURAL S-1 /ENGINEERING Page 5 of 10 0 0 41 0 V5 vt p PLF lilt, Hfu p ui 4 4 0 Lu lit '4 Of Otto Lf-W- '4 PLF t L 0 A'I OT pe 0 w < LL rD 0 ch z CSTRUCTURAL S O/EIONGINEERING Page 6 of 10 ROOF KEY PLAN -------------------- Page 7 of 10 CDs v 48 POST {.21 e'v ✓ Psi F, zil 500 L� v - 1u, fs! T4 c -T \J, 0 -s COSTRUCTURAL S-1 /ENGINEERING .. �v - .11, : ?-,, F,, i Page 8 of 10 00 FLOOR KEY PLAN ............ a� ............... ... ...................... .......... ...... ............ ............................... F ...... H.: -- --------------- ................ 3 ----------------- KA ................................... ............ Page 9 of 10 piI 3F1 PSI tY = `;,tea � `�•t p TR,D P!- 1�v' �l fit C O 1 STRUCTURAL ENGINEERING Page 10 of 10 00 .uj c� a N z 0 N z tU a