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REVIEWED BLD BLD2023-1083+Structural_Calculations+8.31.2023_9.16.57_AM+3757754RECEIVED Oct 20 2023 DEPARTMENT BLD2023-1083 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ..............................................: Structural Calculations For: Hopper Residence 1005 Olympic Ave Edmonds, WA 98020 Prepared for: Strobl Design. Job #: Date: 10963-2022-26 08/22/23 �:�, nG1Yt zlKo CEN RAL WA ,.. ?S `? Criteria. Sheet Codes Project Location Structural IggaWlS. Street 8 Number 1005 Olyrnplc:Ave Loading ASCE 7-16 City. Edmonds State. -WA Wood: NDS 2018 ZIP:. 9$020 Steel: AISC.3E046 Concrete: ACI312.14 Latitude_' 47,8183 N Masonry: TMS 4021602-116: Longitudo:-122.-3621 w Ground Elevation 153 It Occupancy Category Risk Category: it. It ASCE:7 Table 1.5-1 : .............::......:....... ........ ... , . ,. Seismic Load Summary' Analysis Procedure: Equivalent Lateral Force Procedure Lateral System: Light•trame {woad] Wal;s Sheathed With Wood Structural Panels Rated for Shear Resistance R: 6:50 cr.. 4 Base Shear V x 18 kips Oo 2:5 Ss= 1.291 St= 04455 SO,= 1.00. she 0.56 C:= 0.154 10 Story Information $ Stories Above Gracie fincluding Mezzanine Levels) 2 Horizontal and Vertical Irregularities: Is the bullding a "Regular Strucltire!? (No horizontal oa.vertical Irregularities) Yes Wind Load. Summary. �'��t'+7YikSV. F'8!i4 F. V. n Edmonds lrJir;lo i�uUi1S'° _ r dway -sperance V= 98 KZr= 1.00 Exposure= B. Dead Loads: Roof. Floor Roofing 1'psf Finish Floor 2 psi 1/2".Sheathing I's psf 374" Sheathing 2.7 psf Trusses @.24" cc 2:5 psf Joists @ 16" oc 2:2 psf Misc:/Meth_ 1.6 psf Misc./Meth. 2 psf Ceiling Finish 24,psf Ceiling Finish 2.8 Solar Panels 5 Psf 11.7 Psf. 15 psf Use 10 Psf Use 15 Psf Live Loads; Roof 20 psf Floor 40 psf Snow Looding Criteria: Ground Snow, p„ 39 psf Flat Roof Snow Loud, p, 24,6.psf Expcs:rre Factor, C� 0.96 Siopod Roof Snow Load, p, 24A psf Thermal Factor, Cr 1.00 Importance F�ctcr, Is 1:00 SlopeFamor,C, 100 Soils: Soils Reoort Providoa'i! No To he approved by the authority having jurlsdlcWn, per 11.8.2 exception. Alipwablo.8earing 1500 psf Active 55135 pcf(Rest(afpedRlnrestra.ned). Sliding: P 0.3 Seisrhic Surcharge SH Passive 250 pcf Hopper Residence DATE 11.417022 r ' � Criteria PROJ. A ^:i: Gtnticrt��r.t. .w E rlGENCLRl;�tG DESIGN'OSK _ SHEET 1 Page 2 of 14 Seismic Design. ASCE7-16 Seismic Analvsis Equiva:ent Lateral Force Procedure Appky Section'12:8.1.3 {Where Applicable}? Yes System Bearing wan Sysitorrms ieismie Face Resisting System Per rable 12:2-1 Type; Light tramp {wood} Wells Sheathed with Wood StryehueJ P.an�la Rd�d tA[ 511ear Ra3l�tti2a. p Seismic Design Cat Risk Category II 1.11,•or Ill. or W per Table 1.54 SOC, Class D(Delma 6 Asstxr{ect default solrproperties. per 11.4.3_ Diaphragm Floxibility Fie Able Ss 1.291 g 2%"1n 56yr, Latitude & Lori glcode Iaakup S, 0.455 g 2% in 50 yr, Latitude:& Longitude lookup F2 6.50 C. 4.6 --- ................._ (0� _..._... _.......,............._... 2.5 it 7.00 Table 1.5-2 Ii 21.0. ft Ct 0.02 0.75 .............. ...........�...._.... T„ _.. q.20 sec T .... 0:20 sec .� .. . _......_..... - ----------- T, ..... 0.56 sec ...-• "•. T 6 Do sec F, 1.20 _...._........-- F., ...- --........._-. 1 .a5 SMs 1.55 g S,a 0.84.g. Ste• 1.000 g Sm 0.560 ;q _..o,isa Controls Q 0 439 ._.._ .. . 10 ....... ........ ......._ _ . :. design............ 0.154 - -- 117:9 k Vertical Distribution . AMC) ile 12:8.2 Ile 12-8.2. Building Period Per Alternate Analysis 12:8.71 T (sec) Per Geotech Report blq 11.4-1 Fq ble 11.4-2 F 11A-2 .11-4.3 11.4.4 . 12:8-2 .12.8-3 need.not excood, T <T. 12.8-5 or 12:8.6 minimum coon M.8 Exception 2 Applied 12.8.1. Strength Level Base Shear 12.8=1 ASUBese Shear ea 1 1.0. ir_ 1 AAA Section 12.8.1.3 Exceptions Regular Structure Yes 55 Stories above grade Yes T 5 0.5 s .._. . ... ..... Yes ....... I ..... p =1.0 _..... ............ _.... Yes Not Site Class E or F Yes Risk Category I or 11 Yes Wall exceptions are met. SD, maybe taken as 1. but not less than 0.7'(Calculated S,j To = Cthn Eq.12.9.7 Sacs .FaSs Eq..11.44 SM1 = F„ SF Eq.11.4-2 Sns = %SMs Eq.11.4-3 SD1 =xASMi Eq.11.4-4 Eq.,12.8-2 _ $D1 Cs _ r(R/re) Eq. •11:8=3 : Cs Eq. 32.8-4 ,Cs.> 0.044Sn51a Eqj 12.8-5. CS. a 0.0l Eq.12.8-5 Cvx.- W.4/t&I Wxht Eq. 12.8-12 Fpx = E`="Fri w wpx. Eq.11.10-1 Fpx ?.�.2S�sl,wpx Eq.2.10-2 Level h, (!r) w ki h,. (et) w4 Story Shear ASD Diaphragm Force {p not included} C;,r(96j F► 5V M F F....,t.. F . F�..ca Ir.F../F. w.._-.�....... R ...................._ M 21.0 ....... _ 11.0 - ..._... 87.35 .........,........._.............. 30 21:0 _... 11.0 1845 330 -OA 0.152 _� . __.......---- 10.8 _....._...o- 1:9 1o.8 �....10. 12.7 - -- 10.13 ... 3.2 - ---._ 12.3 _. r. A.2 ...-............ ........._.._...._....__...,..... 24.6 �..__...........__..._. 8.4 12.3 4.2 .... .. 1.14 2.1t3 7 1i?.9 2175 12:7 Hopper Residence 111412022 r DATE ' Seismic Criteria { ` PROJ. C c mill; DSK DESIGN _Naar ING fff SHEET 2 �3 Page 3 of 14 Wind Design - MWFRS ASCE 7 Chapter 27. OirectionA Procedure Design Method ASCASD Wjnd C"fficiedts. Exposure 18B - -----V T98_ _....._....,_; ph ... .. Kk .0.67• Table 2610.1 __...._wK4 t0:99 Taote 26.9.1 GK•0.85 26.9 Trenaverm' Mnd:Fressum. LIB.- 0.42 WL = 0.63 P rrss urp Cr1P1f iG Pnt C.frnm Fin a rn 77 '40 Bldg Face Cn Windward Wall 0.8. Leeward. Wall •0.50 Wlddward Roof -0.571-0.69 Leeward Roof -0.58 Wall pressures fUrifactoina Location and Fullding Dimensicns Calculate Kzt?. Yeses I Kzt 1.00 i roof Type µiHlp RoofSlope-TransverseDir. 1843 `,degrees Roof Slope - Long Dir 1843 'degrees Ground to tap of roof 29.5 ft Bot of roof to !op of roof 8.5 ft w Mean Roof Height, h, 25 25 ;ft Short Plan Dimension. ..._.... 40 .... -...... ff Long Plan Dimensron: 96.25 f; Parapet?: No Ground to top of parapet ft Averagc Parapet Height. R Velocity prossuro.atMean: gsf Roof Hoight, q =' 13 9 •nso Ht Y., IA, P woos P,M sus P..", iPsfl 0.15 0.57 11.85 8.06. 5.89 9.6 ...................._............. 15 20 _.... . .........__._......_ 0.62 ...._... 12.89: .... _ .. 8 ?6,, 5.69 - - 9:6 20.25 0.66 ; 13.72 9.33 5.89 9 6 2 3- 0 ti ...._.. 0.7 14.55. 9.29: 519 9.6 30 40 0.76" 15.79: 10.74 5.89 10.0 41.50 0.81. 16.33 11.45' 5.89 10.4 w......... _... 51-60 0.85; ...._...._......._ _ .. , - 17.67 .... 12.01: _.......... 5.89 ............................. 10.7 61.70 0.89.; 18.50 12.58; 5.99 11.1 _....:..- ... 718_0 ......... ... -- 0.93' ..._................ 19.33' ........ ................... 13.14i _.. _. 5.89 ... 11.4 81a9Q . .. _......._.......•........... 0.96 _...... ... .:..... 19.95: .... _................. 13.571 _ 5.89 ..._.... 11.7 81-i00 0991 20.57 13.99; 5.391 11.9 Lonpitu d.1n al Wi nd.Piessure,,s LIS = 2.41 hk = 0.26 PrPamurn Cnnfffrinntc frnm Firxrtra 77 4+1• Bldg face. C; Wirdward Wall 0.8 Leeward Wall -0.2.8 Windward Roof -0.3710.13 Leeward Roof .0.57 Wall Pressures tUnfactoredl: We Roof Pressures (Unfaetored) ASD Windward Hariz Proj -• Leeward Max Min fPs5 -1:0 -6.8 -6.8. 1. 4.80 i ASD R&(Presstires!Unfactoredl ASD Ht Kr qr P.:....a:s Pnnv dI13.30 P.m� 1PzQ 0_15 0.57 11:85 8.06 96q 15-20 0.62 12.99 8.76 3.30 9.60 ................... -. 20-25 ..... .. .... 0.66. _.__.... 13.72 933 3.30 9.60 25.30 0.7: 14.55 9.89' 3.30 9 69 30.40 0.76: 15.79 10.74. 3:3.0 96� 41-50 0.81 16.£3 1145 3.30 9.6f 51.60 0.85. 17.67. 12.01 3.30 9.60 '61-70 0.89. 18.50 12.58 3.30 9.60 .71-80 0.93: 19.33' 13.14, 3.30 9.86 91-90 0.9G 19.95.. 13:57 3.30 10,12 91-100 0.99 20,57: 13.99• 3-201 10.37 Windward Horiz Proj Leeward --max Max Min (Psf) 1-5 -4.4 -6.7 1 4.93 Hooper Residence DATE 11.14,2022 Wind Criteria k PROS..x SIRUCTVRA� DSc: ENGtNEER1Nv DESIGN SHE& 3 Page 4 of 14 CRIrF�t�. ",I�Et.-r -- -F] 17 -- N . we SOUTH 4EVATION EISMIC : Llf (Is PSF P�F j `i39� SF . 8-.86K Wm = (10 P5F ) t-I'M sr., {{0 PSF} y c``�o $F ig.IK ( LRFC1� HDPFI R OSTRUCTURAL ENGINEERING WIND: All Pr 4.S ftF 10 ,c . , L; . - I •! 4 i v sr ,� COFaTQ�I; r I'A _ `.. ILK Page 5 of 14 LATERAL. VFsiGN k?w 89.9 PLF Roof LOgO CID.4' P5 4 PI.F -i PLF ao� PGF LJF.GL u4 Wy W, IJ OT �101 a14o� 9,Q� "c i,�\csIG c,; -lC-s+e P. c HDua ��Q� W,,j = 101 PLr MNIN w _.. I I IV 36.a5' ,-OkQ 5-4} 50N $* 161S0# CONCRETI SIIFP.pl 39-� PCF 39a P�F Pi W3 W 3 ►6 OT 6i f;i 5508" NC hDuB IC't$ / v STRUCTURAL ENGINEERING O NOPPEP. RF, IGEI1�_[- ?ROJE C `rr Page 6 of 14 M Q C h O Ln fh fV 00 00 �c J � � V7 a J -- m C C N M ^1 C w Q FJ- 0 Va Lu w 0 a LL } Q z 0 1N z w 3 N LATERAL DESIGN F--W: LoAG 540e goo" ! : t ;. 3a.4' Iq I PLF 188 FLF ALL W 6 2 W 6 OT 5 q# (Tf,ItJ_ g> (I..l-� HO CS16 (ITIA2 CCQAWL.) CS16 LOAD �,O' D0)c-V'.E T . LF1)G-T- P ' OT 8 01� HDua lGF Pos-T) COSTRUCTURAL ENGINEERING HOPPER, RES►OVOCE wood DAIL :n?O I ,., p sK. Page 7 of 14 N O ROOF KEY PLAN 41 VEKTIC.AL QESIr.tw R o©F (DHEAGEF, TV.1,L 880 Pt.F HEA4cR,: — TFOB = 6p0 PLF SPAN . 6' SPAN: oil 4x M= 17���P F f ��= 9a. Psi M=6045 L8-FT� psi V- '�7n t.B �v- I 0 QS( 11-a}00 I'E v = 112 PSI HEAGf P : — 0x(0 FIQP, SPt�nl �' SIG PSI _ll _Ar 10 NOe. v 59 PSI M- `d23; Ug-FT D- 19 PS( fa 0.d" O FAo uca TRlel = 12SO ?L~ 00 L$ 114 -130 MoO LE- Ft- Y.: S30 Lt Psi V= 110,:) LE ��- *1 Psi ©xE Baer = CO.0�'J/I: t Tf 16 = 600 Pt-F ® HE*M. SPAN= G' - PoiNT - 3.lea �l x Ftyy! TK16 = UO PLt= los9 Psi >=n = 11GO Psi _ s 6 t . K. �- Ito LB 'C I i5 O = M� PSI �,= . ) _41- 7 G PSI fib= ta2+� PSI 0) HEW C. PLF M-4g? -FT�__b=423 Psi U 0 OSTRUCTURAL ENGINEERING NOPPF.t��iC�.,� ! -.. F D!- S (: h Page 9 of 14 'T c eo V N 8m N N 00 N ry O �3 C �o o f f •W Q LL W z 0 z w 3 N VE(MCAL PP.11IGH E An 1p:-r, -L4, PA -4 '1� f b I cn 5ro 0,2 1 A, Page 10 of 14 MAIN LEVEL KEY PLAN CD CD I K 16 = � S sPAN (o L€-F-T fib= 3`t9 FS1 p 0.01"- L/3a3 ® FLO%— To1Sis. SPgr3=1P.`��� M-11i5c? L�-FT �'b�I4� PSI — I /g T31 at0_ c> V 3`�4D L(iv=�'h5 PSI 1- M,= 4)3-6 NNW �1= u L � L-: 0. " - L L 1/6 EAvj 8rL= 0. 46= `/�l92 Tr;�%- o0n PL F QQ Ft-Ooc SOI S'T r} It- 39,E K-FT M„1 i` k FT Tat 02.1 n1f�"o� ri �0,9 0=1429 t$-FT LL0w5 4Q8 L6 �= 1005 LS Ig" = LA O00 ATL- O, av" =1/900 ®DF CK TOISTS Q HE ADE.I TRig - 93 Ft.F TR18=?�Q? PtF smo= !i.-' ?GS PSI - - M' 4,C)711 L& ' rT b = 694 QSl V= 500 LP& �Y: 5$ PSI l30 PSI p . p ag'' _ L/NB � l b= '' 4/ 0.03 . /1"-.� COSTRUCTURAL ENGINEERING ItCT Page 12 of 14 J 00 r W Q LL a N z 0 N z W 3 °JF(LTI^FL DESIGN MAIN LEvl=1+.. QQ RFAM: TK1B= r.l"3 PL.F M= �595�1 L6-FT %` W01 PSI V7 �000 !e = lot PSI to SEAM 1 1 IM r'1 �02 Lg - F'f II �EAr� >I a u' M- ►-TODS L6-VT V = 4100 LS R,=4.qr- ,Ra :i..;K COSTRUCTURAL ENGINEERING �a44 TR16,- 9H Pt TRIQ�6- 'c'd(o PLF SPAM P.T. 4 x 10 6 F A rA ��= aal Ps1 Lt3 PSI MrJ 1 = N.I" (@ ►3n�1 - F,IE = 198 P F TM1 L-, la0 PLF SPAN = IN,9' fb: PSI Jv 176 PSI = 0, 61" = L// C �" n t I 1(D'T9AO.SFv?. BERM_ I ► T T= 4.22' (-0.= 2.51 1 s =A -- 4'�5.1' ib= ns PSI M- Gg3a l6-FT L= 51 PSI 11= �aoo u6 n-4.o5"= L/3a51 C)A1=cK UAM FO-E VE0. LDI;GII-IGt FL6 5 T/I Y I5 E M:3a.9p Y--FT b: "1D56 PSl I93 PS► h- 0.4I"= L/39y TTRANSI"I-F, Bea I1 T- 6.,31c (st-�.51 SRO, I ? 1454 PSI iv= III P51 __._. Page 13 of 14 N � N �t co � r" M uJ W 0 LL a z n N z w V) VGRTICAI. OEsI%N ® TotST. - US = MG PLF SPAN = 3,5 rl= la3 I_R,-FT �b= l�6 Pst `J - �0o LC �„ = 3o P51 "t`ue -= 533 PL-, SPAti = 131 t,�1643 PSI v- ldS, PSI Gm nnA �l11 k•F7 r9 L k COSTRUCTURAL ENGINEERING l5 H�AU Q TEI&,- 60q 91 F S41!rJ� u' c �laY$ Kos=- J M= ►21$ Lt- r^- fib- -5; PSI r 14 Psl _ W N0PPEr.j Page 14 of 14 F- W a W Q N z 0 N z W 3 N