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

ECHELBARGER- 3 STORY I December 4, 2018 I SDA Job # 7976 I 6 UPPER FRONT WALL SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) UPPER 1 Floor Level,e.g.Upper,Main,Lower 1.0 tributary width 1.0 tributary area Lt-Rt I 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 _tributary width tributary area Values from table 4.3A of the AF&PA SDPWS-2008 total width 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 _23.50 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)= 0 lb 0 lb Length of Shearwall= 5.0 ft Tributary width for dead load= 10.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 4.0 ft E(Wind)= 4,097 lb F(Smc)= 6,227 lb Use alternate R factor for seismic? NO v= 87 PLF v= 132 PLF AF&PA SDPWS-2008 0.93 x 230= 214 PLF USE A Seismic controls shearwall design CTOTAL= (floor above)+(this floor)= + 742 lbs = 742 lbs Seismic controls TTOTAL= (floor above)+(this floor)= + 98 lbs = 98 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= 1060 lbs UPPER REAR WALL SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) UPPER 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 tributary width tributary area Values from table 4.3A of the AF&PA SDPWS-2008 total width 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 19.00 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)= 0 lb 0 lb Length of Shearwall= 2.5 ft Tributary width for dead load= 10.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 4.0 ft E(52tv8)= 4,097 lb E(Eµx)= 11,565 lb Use alternate R factor for seismic? YES If yes,enter factor= 3.5 v= 108 PLF v= 304 PLF AF&PA SDPWS-2008 (2w/h) x 0.93 x 665=387 PLF USE Seismic controls shearwall de,,.,. CTOTAL= (floor above)+(this floor)= + 1704 lbs = 1704 lbs Seismic controls TTOTAL= (floor above)+(this floor)_ + 1126 lbs = 1126 lbs Load case 8 controls-Seismic Seismic controls holdown design ii Where overstrength factor is applicable,use this ry USE SIMPSON DESIGNED HOEDOWN: f value for E in eguations 5,6,and 8: E= 2435 lbs - OR AT FOUNDATION/INTERIOR WALLS USE: LSTHD8/RJ UPPER LEFT/RIGHT WALL SHEARWALL WIND SEISMIC Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor) 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 total area (For Left Wall,Use Front-Rear 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 Tributary Width(Lower Floor) Tributary Area(Lower Floor) (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 28.00 ft Total Length of Shearwalls total width total area V(from upper)= 4217 lb 6227 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 lb 0 lb Length of Shearwall= 4.0 ft Tributary width for dead load= 10.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 4.0 ft E(S2tv8)= 4,217 lb E(Eµx)= 6,227 lb Use alternate R factor for seismic? No v= 75 PLF v= 111 PLF AF&PA SDPWS-2008 0.93 x 230= 214 PLF USE A Seismic controls shearwall design CTOTAL= (floor above)+(this floor)_ + 623 lbs = 623 lbs Seismic controls TTOTAL= (floor above)+(this floor)= + 49 lbs = 49 lbs Load case 8 controls-Wind ols holdown design Where overstrength factor is applicable,use this NO HOLDOWNS REQUIRED OK value for E in equations 5,6,and 8: E= 890 lbs J