2412 MAPLE ST 2019-06-25 - Laserfiche WebLink

ROSENBERG RAMBLER I January 24, 2018 SDA Job# 8276 I 6 • WIND FRONT RWALL SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main 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) Not Used Not Used CDX Sheathing type 15.0 tributary width 15.0 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 51.8 total width 51.8 total area ROOF Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 8.67 ft Total Length of Shearwalls total width total area V(from upper)= 1685 lb 1004 lb Height of Shearwall= 7.3 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 lb 0 lb Length of Shearwall= 3.2 ft Tributary width for dead load= 2.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 3.6 ft E(Wind)= 1,685 lb E(Smc)= 1,004 lb Use alternate R factor for seismic? NO v= 97 PLF v= 58 PLF AF&PA SDPWS-2008 1.4 x 0.93 x 230= 299 PLF USE A Wind controls shearwall design CTOTAL= (floor above)+(this floor)= + 704 lbs = 704 lbs Wind controls TTOTAL= (floor above)+(this floor)= + 497 lbs = 497 lbs Load case 8 controls-Wind , Wind controls ho(down design NO HOLDOWNS REQUIRED OK Where overstrength factor is applicable,use this value for E in eguations 5,6,and 8: E= 420 lbs REAR SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main 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) Not Used Not Used CDX Sheathing type 6.0 tributary width 6.0 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 51.8 total width 51.8 total area ROOF Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 10.50 ft Total Length of Shearwalls total width total area V(from upper)= 1685 lb 1004 lb Height of Shearwall= 7.3 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 lb 0 lb Length of Shearwall= 13.5 ft Tributary width for dead load= 2.0 ft V(from lower). 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 3.6 ft E(O.v5)= 1,685 lb E(Eµg)= 1,004 lb Use alternate R factor for seismic? No v= 80 PLF v= 48 PLF AF&PA SDPWS-2008 1.4 x 0.93 x 230=299 PLF USE A Wind controls shearwall design CTOTAL= (floor above)+(this floor)= + 582 lbs = 582 lbs Wind controls TTOTAL= (floor above)+(this floor)= + 167 lbs = 167 lbs Load case 8 controls-Wind Wind controls ho'dawn design NO HOLDOWNS REQUIRED OK Where overstrength factor is applicable,use this value for E in eg-uations 5,6,and 8: E= 347 lbs LEFT SHEARWALL WIND SEISMIC Floor Info Tributary Width(Main Floor) Tributary Area(Main 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) Not Used Not Used CDX Sheathing type 14.5 tributary width 14.5 tributary area Values from table 4.3A of the AF&PA SDPWS-2008 51.5 total width 51.5 total area ROOF Resisting Dead Load Not Used Not Used (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area 24.00 ft Total Length of Shearwalls total width total area V(from upper)= 1461 lb 1004 lb Height of Shearwall= 7.3 ft Weight of Shearwall= 10.0 lbs V(from main)= 0 lb 0 lb Length of Shearwall= 24.0 ft Tributary width for dead load= 11.0 ft V(from lower)= 0 lb 0 lb Aspect Ratio OK Length of adjoining wall= 3.6 ft E(QrvS)= 1,461 lb E(EK)= 1,004 lb Use alternate R factor for seismic? No v= 30 PLF v= 21 PLF AF&PA SDPWS-2008 1.4 x 0.93 x 230=299 PLF USE A. Wind controls shearwall design CTOTAL= (floor above)+(this floor)= + 221 lbs = 221 lbs Wind controls TTOTAL= (floor above)+(this floor)= . + -72 lbs = -72 lbs Load case 8 controls-Wind Wind controls ho/down design Where overstrength factor is applicable,use this ry NO HOLDOWNS REQUIRED OK value for E in eguations 5,6,and 8: E= 152 lbs