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20110127 Structural Lateral Calcs 07262010SALMON RUN YELM, WA CLIENT: ZECK BUTLER ARCHITECTS STRUCTURAL LATERAL CALCULATIONS DATE: JULY 26, 2010 Prepared By: ~COFFMAN 10 N. Post Street, Sulte 500 Spokane, WA 99201 (509)328-2994 !Ip'~1 l B Y: ---------------- -- ~~~ VVtiC D2.5 Iq ~l ' ~~. 93 ° N , I Z2, ~ w ~~ 4 1.138' ~ ~~ = 6.387 ~ssu..vv~e. Si-f~ c ~aSs ~ r~ - l~ o`fSJF~ = I , 6b5 ADS = b.~~3 SDi = b, ~{~5 ~eiSVn~c DQS~h ~'~~~~ ,, ,.~ „ ~ C ~. s~ ~ ~,o x ~o,-~s_ G~ ?37se~ ~~ ~ Se L ~ ~ ~L CS = jp~ _ C~,4~25 ~'°~ T C R ~) 0,23 ~ (~ ~s J - G' ~~~ ~,~ rrLrv~ ~s G, D~~- SDST = D,o~~(r~,7g3~~1,0~ = v a35 C ~ = 0, l ZZ ~m~ ~~ Salmon Run A artments a SLA ~COFFMAN °°"M Yelm WA ~ 07-26-10 N G I N E E R S ~,:~~~ ZBA ~ DLP ~~ 10247 _.: 07-23-10 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 46.93 Longitude = -122.59 Spectral Response Accelerations Ss and S1 Ss and S1 =Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.138 (Ss, Site Class B) 1.0 0.397 (St, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 46.93 Longitude = -122.59 Spectral Response Accelerations SMs and SM1 SMs=FaxSsandSM1 =FvxS1 Site Class D - Fa = 1.045 ,Fv = 1.605 Period Sa (sec) (g) 0.2 1.189 (SMs, Site Class D) 1.0 0.638 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 46.93 Longitude = -122.59 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.045 ,Fv = 1.605 Period Sa (sec) (g) 0.2 0.793 (SDs, Site Class D) 1.0 0.425 (SD1, Site Class D) SQ IS ~Yl i ~ Pei l~yt ~ o vi ~h ~eA~ /oaf = zo~s~ I- lbd ~ ~e`u-C l va.p~ = 2~5~ ~-/Op,~-~ PAC/~'iOhS = ~S~S~ ~R = y, a P sf , ~Rg~ p = a, ~ ~~, 2 PS~~ _ ~ ~ 9 ~5~ F~ = a,SPsf ~~~rSD = 0,7 ~a~5 ~~)= ~, g PSG ~COFFMAN N GIN E E R S ~da~ 7 V V ~ v~~ ~I~~- ~.=~7~ ~ U= gSmPh, 7 -~,o e ~Q~.e.. ~-^.c.. s = 15, 2P~-~ F' t,~re (o-Z .er ' 11-~-FerZi~~ ~-o~S = /o, 5Ps-~ P ~4s E ~ -n5 et4811io Salmon Run A artments w ~COFFMAN ~~~ wA ~ - - ,m,~ N G I N E E R S ~~ zB `""~' 10247 d~ 07-23-10 ~e15vn;C Co~~fYa~S il~ ~"h~ ~onq ~,;rec-~idvi ahrl wr~d can-h-Z~IS .vi -}H2 Slnor`~ ~_ir~c-F;oh ~ov~c~i-~dir~.Q ~eSi~V~- -~ f 1' I ~ ~,cwi a~r~ v~ ~ Tn ~. y~ ~ Zp' ___) a- Ke~ ~, wl Is - - -- - ----- --------_- - - ~ F- - - ~ ~ = 1, g~sf .~ ~. 6Pl ,. , _ __, . --- --- .l _, ~ ~,S ~looK '^' -~- Y "~1 Gt_ ~ 0 ~ S e ~--~ o n c~.- ( o ~~ --~-~ ~ I~i~ wi l o~ i-2y GZ. rem = a.b ~ ~o`~ ~ a oo`~`~~ ~~:~, Salmon Run A ariments N ~COFFMAN ~°"` Yelm WA moo 07-26-10 Fe T. N G I N E E A S ~w, 26A <~ DLP 10247 ~~0 7-2 -10 C ~.e.(~- fo sew w ~~ % ~ wa! I -„~_ d s -{a b e~- -~--e~ ~-o -~ ~~ o~~..~--h ~.~ ~ ,~ -~, h ~~ $o( -1a, t, ~5 CJ ~ 'OWeV~.- ~~U~~ is mo5f Cri ~ic~ ' 77$x-t-'fg2~ = 127v X27°~/x = a.~dP~~ ~ x ` ~,g~ ' u.S e r'p'f C.L' ~ ~~ ~J have o~er~ ~--~ s' ~ ~v~~doc,~ o~en ~~ in aVP- a~ "9 ~,~' h~.~~ o~~~s ~COFFMAN NGINEERS 10247 ~~-~ e~n~~s -h-~- S~,o~ cQ~~ediovl twills r ~ru.v~~v~~ e pe.~ iq rl, F~. --~ FF -~ / / ~ ~-1~1a~-e ', Coco ~ a.~low S c~ `f0% i v. L~'~c0.se. Ih Rai ~~~ a(low~l~. ~~.-~~5 -~o~- W iv~~ ~5i~ h.. wo~s~ coLSe (~anc~i~ oh (5 cl,h ~h`~-2_i2~~a2 P~.~s s c,~r.e , ~r = ~~o' ~ ~c~,5 Psi) _ ~~t,5 ~~~~a~-~~- ~, e~Z ~COFFMAN NGINEERS 10247 r ~o~"O wL W0. ~ ~S aV'~ W o ~S ~- ~ a_S' 2 U , a. 3 ~- t ~, ~ IG = ~ , ~ ~. a.6 o K, ~~ x x - l~ ~ Shot-~es~- ~tv-I~ w~,~(S occur ~a S'~E~-' ~ Q-Cce.sS GLre a.s J ~o U~~e,~e.r -(-~..a~ c~..re.. ZZ' 1h lev~~ , ash ic~t ~r5 ~ ro-~ ~-~ ~ -I-~~ a~ I R -j~re -Fo~2 (o" OC, f od- h.a~ I ~-~ i s c~d~-~,~E-e. f ~ r ~r ~ a ~ ~~.~,e. 20 ~^-e- :P.e ~~ = o, I C 35') Cz~ ° 7 8' I Covuli{-j~n @ eX~-ete.io~ wu,ll ego el~.r~.es ~wM-Po~-- b~~,~ o rn ~ ~-~,.~r~ ~a r~ `~-h.~ u~ ~ h.~ D ~¢ Ss c.~ re.._ i s ~ ~h~.e~;or ~ case ~- bw-~.P a,~..~ is ~COFFMAN N G I N E E R S 10247 a ~,~ _ ~,5' ~ is,a~s-~) (-~/,g3~~ = 331 ~ ~{O% i -1c r2 a Se. f e.r Ck Z3, ~ Cam, x X =x,73' w~-~d©~ r r --~.~ ~2 ~ ~~ t'O a O C I v~ h-~+ ~ r ~..y I S 4-~-~-~ ~COFFMAN N G I N E E R S 10247 ~j~I~ -~(a~~S ~ 3~ I nsPe~f-;~~ ~-l~.R- ~o.~_ i-~i'vL~ IoP~2i~Jc v.~alls o ~ a ~ ~Q i l~.e.. ~ of d ~ o ~ ~ d,~.a-- -~ ~~~ -e- ~ ~ _ 1.ey'1GS -}(~ Cl.~^d n~- 1 W 2 l ~\~. ~ K~ at.IP l Yl~ G~ .'\ `t'~Wl Cl,~,~ek sl~o~-~ x,11 ~2 ~ U = a3 0o t yl~oo~ 31'-~ I ~ a a.' P 5,~~ IL+- ~~Ps~- (~o ~(l ~, 5 ~ = 12, 7 ~ 3 ...---~ - ---- ~- - a ~ y. ~ ~ --~ ----;~' 22' `fY1K ~ O~.t~ ~12.7k~ ~li'~ = g3,8' K' C ~ I a T ~ ~/}'I ~ Yl U h.e~ u-D I j ~f h-a ~t o Icl -c~o c.~n s I J ~COFFMAN ~w° ~ - - ,x~ N G I H E E R S ,„„ ~„~, 10247 .,.., n~ ~o ~n WOOD 2,306.4.1 Wood atrucmral panel shear waLLs. the allow- able shear capacities Fnr wvod structural panel shear walls shall be in accordance wi W Table 2306.4,1. These capacities are permitted to 1?e increased 40 percent far wind design e Shear walls are permitted to be caiculatcd by principles of Z'~'0 /o mechanics without limitadons by using values for nail sucngth given in the AF&PA h-DS and woad suuctural jY~C.t't'~l. panel design properties given in the MA Panel Design Specification. 2306.4 W Lumher sheathed shear walls. Single and dnnble diagonally sheathed lumber diaphragms arc permitted using the cnnsttvction and allowable lvad provisions of Secdoas 2306.3.4 and 2306.3.5. 2306.4.4 Fiberboard shear walls. The design shear capac- ity of fiberboard sheaz walls shall be in accordance with Table ?306.4.4. The tibuboard sheathing shall be applied vertically nr horizontally tv wood studs not less than 2 inch (51 tam) in ttontinal thickness spaced 16 inches (405 ttmr) o.c. Ala:king not less than 2 inch (51 mm) nominal in thick- nessshall be provided a[ horizontal joints. Fiberboard shall not be used [o [t>sist seismic forces is strocntres in Seismic Design Cateyvey D, t; or F. 2306.4.5 Shear walls sheathed with other ttwteriala. Sheu capacities for wslls sheathed widt lath, plaster or gyp- sum board shall be in accordance wiUt Table 2306.4.5. Shear walla sheathed widt lath, plaster or gypsum boanl shall he coastnrcted in accordance with Chaplur 25 and Sec- tion 23116.4.5,1. Walls resisdng scistnic loads shall be suir jeer [o the limitnlions in Sccdun 12.2.1 of ASCF 7- 2306.4.5.1 Application of g-vpstmt hoard ur Ltth and plaster to wood frsming. - 2311fi.4.5. Ll dulntstaggering. Fnd joints of adjacrm courses of gypsum board shall nut occur over the same stud. 23U6.4S.1.2 Sioclting. Where required in Table 2306.4.5, wand blocking having the settle cross-sec- tionaS dmiensirnm av the studs shall be provided at jvinls that are petpcndicular to the studs. 2306.45.1.3 Fastening. Studs, top and botmm plates and blocking shall be fastened in accordance with Table 2?04.9.1. 2306.4.5.1.4 Fasteners. The size and spacing of fas- tcncrs shall be act forth in Table 2306.4.5. Fasteners shall be spaced not less than s/r inch (9.5 mm) from edges and ends of gypsum boards ur sides of studs, blocking and tap anti bouom plates. 2306A.5.1.5 Gypsum Inth. Gypsum lath shrill be applied perpendicular to the studs. Maximum allow- abtc shear values shall be as sec Iorth in Table 2306.4.5. 2306.4.5.1.6 C,ypstrm sheathing. Four-tout-wide (1219 taro) pieces of gypsnm sheathing shall be applied parallel or perpendicular to studs. Ttvo-foot-wide (610 taro) piwes of gypsum sheathing shall 6e applicdperpendicular to dtestuds. Maximum allowable shear values shall he as set ford[ in Table 2306.4.5. 23[16.4.5.1.7 Older gypsum boards. Gypsum board shall be applied parallel or petpendiculaz to studs. Maximum alinwsblc shear values shall be asset forth in Table 2306.4.5. SECTION 2307 LOAD AND RESISTANCE FACTOR DESIGN 2307.1 Load and resistance [actor design. The structural analysis and conswcdon of wood clrntents and swc[ures using load and resisumcr. factor design shall be in accordance with r1F&P.A NDS. 2307.1.1 Wnvd structural panel shear walls. In Seismic Dcsigo Category D, E or P, where shear design values exceed 490 powtds per foot (7154'`I/m), all framing mem- bers rct:civingedge ttailingfrom abutting putels shall not be less dtnn n single 3-inch (7fi mm) nominal member yr two 2-Inch (Sl amt) nominal members fastened together in accordance with AP&.PA NDS to uansfcr du design shear value between framing mtattbers. Wood swctural pane! joint and sill plate uniting shall be staggered in all cases. Sec Seuion 2305.3.1 I for sill plate sizx and anchorage require- ments. SECTION 2308 CONVENTIONAL LIGHT-FRAME CONSTRUCTION 23118.1 General The regniremen[s of this sec6an arc intended fvr conventional light-frmne construction. Other methods are perntiued to be used, provided a satisfactrxy design is submit- u:d showing compliance with other prot~sions of This coda. 2005 INTERNAT10NAt• BWLDING CODEEm 449 ~ ~ w ~ ~ ^ $ $ ~ $ ~ $ I ~ s ~ °a $ °a ~ $ I ~ I I $ e I ~ : n ~, R ~ ~ ~ big „ ~ I ~ ~ R ~ ~ ~ ~ ~ { ~ I I , ~~ al ~ ' ~ - e A e ~ R `~'' I N 'd $ $ n $ N nta I ~"+ I { 'rv r ~ ~ I . ~ g 8 a 8 ~ ~ a ~ ~ I $ ° ~ $ s ~ '$ ! ~ I S i I s a ° I oB { dS'I pp 3 ~ °$ o~ ~ ~ ~ ~~^jj~ $ ~ c A ° c3 ? G ~ pi o ~: to'~ a ~ ,o ~ e~ ~'C v -~ .. o.°° ~ +- ' ~ c~.o ~ e ~ i ~ ~ I I I ~ ' ° x~, e 7 ~ ~ E~ i ^ y ~ fl N M y f1 N o~ ; H . ~ %~ o„ . ~ ~ J n %~ , t { ~ II (~S H %N N xN I ^' ~ ~1 a; ~° fix ~ ~ _ ! 3 ~ ; ~~ fix . ~ ax ~x ax ,~ 1 _ II ~ ~ '^ ~ ~0 g 3 g ~ i R I v C ~ ~ m .i }__ `~' g 1 ~ S ~ v { 1o a g .X a ~ I I i ql P ~n N PI ^ ~ ~ ~ ~ vl M1 ~ ~ f N p m • ~ ~ ^ ~ ~ y~ T m ~p T ~ ^ N A 1 6 I I _~~_ f V ~q: p ~ C. O '9 ' "' yy~~ Y~ !!tt $a~ 1~ „ (~ q I~1 1 ~ p ~1 s e A V~ ~1 spy f'1 ~ ~11pa m N ~ (per N, ~ ~ ~ ~ O h pp tW'~ s O ~] N ~ ~ ~ m ~ ~ ~ ~~ ~ R. I ~ ! m ~ ~ ^ ^ ~ ~ ~ h ~ T R ~ ;, S 8 I B I ~E 3E ~E _, _ . 3 E dE E~ ~{ ~ g 3 ~ _ ~ ~ e d .e. _ ~ ~ = 6~i ~ ~ ~-° ~' n m } a ^_ Si a :.' ~ ~ C o Y ~ e ' ~ % i ~~ COQ O^ = ~= ~ %~: - KH O~ - i G~ % ^ ~ kM ` T ~~ ~ k~ n ~ C `u 9 r. ~i C: C% Ex ~~o ~o ~.x «x Vxj ~.;o Co ~ ~ ~. ~~N N mN ~NI ~^ X ~~ _ _ - ^I ~~~ ~ <~ ' - - ~y S 4 $ ~ _ri (' R m gg I 3 I a i ~ ~ g3 3 - `~ ~ O ~ ~~ ~? .n 450 20061NTEHNATIONAL BUILDING COOE® t ~„^e s ..:~ ~.. ~.......: r~ ..... _ SLY. $NI/\I~ Gr ' y 2 1 { ' _ :~ ` v. /3lv.LteY N ID ~GNlt4 £ ~ ) ~~ ' ' '. ~z i ,~ ~~- ,~-~~. .ire `~ ~ ~ LxiE ! 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Y A } ~~CS r;'. :. ~I is €i{ S!~ ~e ~ ~~ "'~S'i~~`1.:~ ~ ~, ~` li It 7: SE sz'~ .. _... ~{~f~.?":: it i li° u^f++i:C'Wd f6',CS+Z OIOUH!: ~EOTY ':.Mp J [!~Q 5ue< EPi4 EOIV DI9N94+W~OIB018D'X'dN ~ ~ ~' ~r+3~L2~-dY 4fi~ !+Ot~lb a ~ ~ Q i a ~ b a . ~ L ~ ~ ~ ........... ,... ...r. ' y a ~ i ~'. ~: tt. a~ 1. oz~o UI J vl - Ci ~' ~~:47 BP ~.Y~ `.9rl. ; $~ : f P 1' Fii~ij~5^ ~ t €3 96 ~ t is 6 , ~ .-,1. ;~. ~ ~ ~~~ i ~l' t 1.~~: 3y ~3 1 ~ .>c a~ r;ao ; - i ~~ _ ! ~ r s Ss t f~ 1 ~~t. ,•~ , 4 e +3 ~ "~, v z t~ . 3 ~{ .. .~ b +? ~ 23E ~.csu~ef'hd fiZ~iSZ OlO:JbtiL 'sUltl ~FN`C't] iclG wHd 6Ft8 M'•b'OIBCl+=M~P'AC2916SUZi~N ~_r~ ' .W ~~ J'. LL' ~i: 1. W'i ~y ii ~~ 2 LLi ~I~ l' 'u I.1 W ~~ "'' E7 ~r a i4 z..Y' anF' Y i[~ i ~ i~q .i~~~. di ~S ~Y it p N .Y =... YrY ~`~' ~ Y 8• 4 e Y e..~Y. .. 7 t6s ! 9F 2i is ' 3 F^uia.,`-#- , ~~ ai is ;^- ii i ' P ~-" ~? i~ 5 r. 6 ' i::+ - s Y4 ., Y: ~ i s _ i i! ~ ~ '~ a:M ~~.t • i T k.. a i l N' C ,. ~' ~ •' u, llNl ~ /~. ~ b ~ t ~ S_n3.at~t eV sfb NC.rY ' _'~ ~ 0 }9 ~ i ! ° ~~ ~Z = a . Q iK6ViKf 'W SF;~S,C O:OL'Y UL 'S51V 'QNP'3 `.C10 sufld Dp;E jp:a pt8ul5iv^i~l7teo16CC:'6F Align truss over shear wall, truss shear transfer force v = 364 plf, design STEPPED PARTY WALL SECTION