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Seismic Analysis (ASCE 7-10) <br /> SS= 1.228 Fa= 1.20 Sms=11.47 1 SDS= 0.98 <br /> Sl= 0.44 F = 1.80 Sm1= 0.7848 SD1= 0.52 <br /> Site Class= D <br /> Mean Roof Height= 11 ft <br /> T= 0.12 sec <br /> R= 6.5 <br /> I= 1.0D L <br /> rho= 1.0 0-D O 8 ' ( jp� <br /> Cs= 0.151 2023 f <br /> W=12.80 lK CITY C;'- 1- L.-i= f <br /> Allowable Base Shear V=10.30 1K Parr, <br /> Front Deck <br /> Level Wx(K) hx(ft) Wxhx Cvx Fx(K) <br /> Roof 2.8 16 45 0.65 0.19 <br /> Stair 3.01 8 24 0.35 0.10 <br /> Sum 1 2.8 1 69 1.0 0.30 <br /> By observation the design is controlled by seismic loading. 0.30 <br /> kip total, 160 # at each stringer in tension at the (E) ledger board. <br /> Therefore use minimum (2) 1/4" diameter x 3" SDS screws at <br /> each LUS hanger of stringer to ledger. Tall = 6901b >/= Tr = 1601b <br /> At Base use (1) HGA10 at each stringer to concrete base <br /> Va = 495# (minimum) >/= Vr = 160 lb. Use (2) 1/4" x 2" SDS <br /> Screws to stringer and PT base plate, use (4) 3/4" Expansion <br /> bolts through base plate into existing concrete pad. <br /> Roof load at Cantilever wood post: 0.19x(6.5/1.5)/(3x2) = 206# <br /> per post (only three posts full height roof, 1/2 load in posts, 1/2 <br /> load to (E) residence, this roof is existing) <br /> Deck load at Cantilever wood post: 0.1 x(6.5/1.5)/6 = 72# per post <br /> bider <br /> ENGINEERING <br /> c <br /> 2011 Hoyt Ave L6 <br />