1913 HOYT AVE C D 2022-05-23 - Laserfiche WebLink

ECHELBARGER- 3 STORY I January 9, 2019 I SDA Job # 7976 I 9 LOWER LEFT/RIGHT WALL SHEARWALL WIND SEISMIC 'Floor Info • Tributary Width(Upper Floor) Tributary Area(Upper Floor) LOWER Floor Level,e.g. Upper, Main, Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g. Left-Right, Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width 2.0 total area M/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) 1.0 tributary width 1.0 tributary area 24.00 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 4217 lb 6227 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs l V(from main)= 4003 lb 3483 lb Length of Shearwall= 24.0 ft Tributary width for dead load= 10.0 ft V(from lower)= 4003 lb 1894 lb =;p- ;i=<,., " Length of adjoining wall= _ 4.0 ft E(Qw6)= 12,223 lb E(E).1x)= 11,605 lb Use alternate R factor for seismic? No V= 255 PLF V= 242 PLF AF&PA SDPWS-2008 0.93 x 360=335 PLF USE Seismic controls shearwall de-sign CTOTAL= (floor above)+(this floor)= 623 + 2037 lbs = 2660 lbs Wind controls TTOTAL= (floor above)+(this floor)= _ 49 + 117 lbs = 166 lbs Load case 8 controls-Wind Wind controls holdown design NO HOLDOWNS REQUIRED OK Where overstrength factor is applicable,use this value for E in equations 5,6,and 8: E= 1934 lbs MOMENT FRAME SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) LOWER Floor Level,e.g. Upper, Main, Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g. Left-Right, Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width 2.0 total area M/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) 1.0 tributary width 1.0 tributary area 40.00 ft Total Length of Shearwalls 2.0 total width 2.0 total area V(from upper)= 4217 lb 11565 lb Height of Shearwall= Weight of Shearwall= V(from main)= 4003 lb 6469 lb Length of Shearwall= Tributary width for dead load= V(from lower)= 4003 lb 3518 lb 4 )1,1,0! Length of adjoining wall= E(0iv6)= 12,223 lb E(Eµx)= 21,552 lb Use alternate R factor for seismic? YES If yes,enter factor= 3.5 V= v 3x framing required per IBC AF&PA SDPWS-2008 #DIV/0! 0.93 x_ #DIV/0! #DIV/0! USE ## #DI`i10' #DIV/D.! CTOTAL= (floor above)+(this floor)= + 0 lbs = 0 lbs #DIV/0l TTOTAL= (floor above)+(this floor)= + #DIV/0! = #DIV/0! #DIV/0! tr, r Where overstrength factor is applicable,use this #DIV/0! #DIV/01 value for E in equations 5,6,and 8: E= 0 lbs ; #I #DIV/0! NOT USED SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) _ MAIN Floor Level,e.g. Upper, Main, Lower 1.0 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g. Left-Right, Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width 2.0 total area ROOF Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 16.50 ft Total Length of Shearwalls total width total area V(from upper)= 4217 lb 6227 lb hearwall= 8.0 ft Weight of Shearwall= 10.0 lbs V(from main)= 4003 lb 3483 lb _ all= 3.5 ft Tributary width for dead load= 2.0 ft V(from lower)= 0 lb 0 lb Aspect Rat!. - Length of adjoining wall= 4.0 ft E(Qry t)= 8,220 lb E(Eµx)= 9,711 lb Use alternate R factor for seismic? no V= 249 PLF V= 294 PLF AF&PA SDPWS-2008 (2w/h) x 0.93 x 510= 415 PLF USE Seismic controls sheaf.:% ii:a'?:;rg, CTOTAL= (floor above)+(this floor)= 1331 + 1993 lbs = 3324 lbs Wind controls TTOTAL= (floor above)+(this floor)= -1490 + 1666 lbs = 176 lbs Load case 8 controls-Wind Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN: OK L value for E in equations 5,6,and 8: E= 2354 lbs