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

ECHELBARGER- 3 STORY I December 4, 2018 I SDA Job# 7976 I 7 NOT USED SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper or) UPPER 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 otal area (For Left Wall,Use Front-Real Load Direction) Tributary Width(Main Floor) --Tributary Area(Main Floor) CDX Sheathing type tributary width tributary area Values from table 4.3A of the AF&PA SDPWS-2008 total width total area ROOF Resisting Dead Load Tribut itth(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) -„. tributary width tributary area 37.50 ft Total Length of Shearwalls .. 'f. total width total area V(from upper)= 4217 lb 6227 I�b�- Heightof-Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 lb 10"b Length of Shearwall= 37.5 ft Tributary width for dead load= 0.0 ft V(from lower)= 0 lb --- 0 lb Ratio OK Length of adjoining wall= 8.0 ft £(0w8)= 4,217 lb (£µx)= 6,227 lb Use alternate R factor for seismic? No v= 58 F v= 83 PLF --.,\ AF&PA SDPWS-2008 0.93 x 230=214 PLF USE A '---- Seismic controls shearwall design CTOTAL= (floor above)+(this floor)= + 465 lbs = 465 lbs Seismic controls TTOTAL= (floor above)+(this floor)= + -560 lbs = -560 lbs Load case 8 controls-Seismic Wind controls holdown des« Where overstrength factor is applicable,use this NO HOEDOWNS REQUIRED OK value for E in eguations 5,6,and 8: E= 664 lbs MAIN FRONT WALL 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 Lt-Rt 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 U/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) tributary width tributary area 18.00 ft Total Length of Shearwalls total width total area V(from upper)= 4097 lb 6227 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 Ibs V(from main)= 4023 lb 3483 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 1.0 ft V(from lower)= 0 lb 0 lb Ratio OK Length of adjoining wall= 4.0 ft £(O.ivS)= 8,120 lb £(£µx)= 9,711 lb Use alternate R factor for seismic? No v= 226 PLF v= 270 PLF AF&PA SDPWS-2008 0.93 x 360= 335 PLF USE A. Seismic controls shearwall design CTOTAL= (floor above)+(this floor)= 742 + 1804 lbs = 2546 lbs Wind controls TTOTAL= (floor above)+(this floor)= 98 + 1446 lbs = 1544 lbs Load case 8 controls-Wind Wind controls holdown design Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOEDOWN: CS14 value for E in eguations 5,6,and 8: E= 2158 lbs OR AT FOUNDATION/INTERIOR WALLS USE: LSTHD8/RJ MAIN REAR WALL 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 Lt-Rt 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 U/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 19.16 ft Total Length of Shearwalls total width total area V(from upper)= 4097 lb 11565 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs V(from main). 4023 lb 6469 lb Length of Shearwall= 2.3 ft Tributary width for dead load= 1.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 2.0 ft £(S2tv8)= 8,120 lb £(£µx)= 18,034 lb Use alternate R factor for seismic? YES If yes,enter factor= 3.5 v= 212 PLF v= 501 PLF ,-eayired per IBC 9598.186 AF&PA SDPWS-2008 (2w/h) x 0.93 x 1020= 545 PLF USE 6 Seismic contras sriear won;ceoign CTOTAL= (floor above)+(this floor)= 1704 2805 lbs = 4510 lbs Seismic controls TTOTAL= (floor above)+(this floor)= 1126 2667 lbs = 3793 lbs Load case 8 controls-Seismic tea,, ,no controls holdown design Where overstrength factor is applicable,use this USE SIMPSON DESIGNED HOEDOWN: value for E in equations 5,6,and 8: E= OR AT FOUNDATION/INTERIOR WALLS USE: