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

, ECHELBARGER- 3 STORY I February 1, 2018 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 8099 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10 0 lbs V(from main)= 4003 lb 4531 lb Length of Shearwall= 24 0 ft Tributary width for dead load= 10.0 ft V(from lower)= 4003 lb 1901 lb Length of adjoining wall= 4 0 ft E(0tv8)= 12,223 lb E(Eµx)= 14,530 lb Use alternate R factor for seismic? No V= 255 PLF v= 303 PLF AF&PA SDPWS-2008 0.93 x 360= 335 PLF USE L seismic(---- is shearw_ CTOTAL= (floor above)+(this floor)= 810 + 2037 lbs = 2847 lbs Wind controls TTOTAL= (floor above)+(this floor)= 149 + 163 lbs = 312 lbs Load case 8 controls-Seismic 6eisrriic controls hoiL, NO HOLDOWNS REQUIRED OK Where overstrength factor is applicable,use this value for E in equations 5,6,and 8: E= 1863 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 tnbutary area 40.00 ft Total Length of Shearwalls 2.0 'total width 2.0 total area V(from upper)- 4217 lb 15041 lb Height of Shearwall= Weight of Shearwall= ,y V(from main)... 4003 lb 8414 lb Length of Shearwall= Tributary width for dead load= V(from lower). 4003 lb 3530 lb Length of adjoining wall= E(Ihv8)= 12,223 lb L(Eµ)0= 26,985 lb Use alternate R factor for seismic? YES If yes,enter factor= 3.5 v= 153 PLF v 2 337 PLF AF&PA SDPWS-2008 #DIV/01 0 93 x #DIV/01 #DIV/01 USE CTOTAL= (floor above)+(this floor)= 1548 + 0 lbs = 1548 lbs #DIV/ot TTOTAL= (floor above)+(this floor)= -1132 + #DIV/01 = #DIV/01 #DIV/0! 1 Where overstrength factor is applicable,use this #DIV/01 #DIV/01— value for E in equations 5,6,and 8: E= 0 lbs ######_ #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 Wail,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 8099 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 lbs V(from main)= 4003 lb 4531 lb Length of Shearwall= 3.5 ft Tributary width for dead load= 2 0 ft V(from Tower)= 0 lb 0 lb Length of adjoining wall= _ 4 0 ft E(12rv5)= 8,220 lb E(Eµx)= 12,630 lb Use alternate R factor for seismic? no v= 249 PLF V= 383 PLF AF&PA SDPWS-2008 (2w/h) x 0 93 x 510=415 PLF USE o/s shearwall design CTOTAL= (floor above)+(this floor)= 1548 + 2143 lbs = 3691 lbs Seismic controls TTOTAL= (floor above)+(this floor)= -1132 + 1840 lbs = 708 lbs Load case 8 controls-Seismic Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOLDOWN CS14 I value for E in equations 5,6.and 8: E= 2355 lbs , OR AT FOUNDATION/INTERIOR WALLS USE: LSTHD8/RJ