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ECHELBARGER- 3 STORY I January 9, 2019 I SDA Job # 7976 I 8
<br /> WIND
<br /> MAIN LEFT/RIGHT WALL SHEARWALL SEISMIC
<br /> Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor)
<br /> MAIN Floor Level,e.g. Upper,Main, Lower 1.0 tributary width 1.0 tributary area
<br /> Ft-Rr Load Direction,e.g. Left-Right, Front-Rear 2.0 total width 2.0 total area
<br /> (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor)
<br /> CDX Sheathing type 1.0 tributary width 1.0 tributary area
<br /> Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width 2.0 total area
<br /> U/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor)
<br /> (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area
<br /> 29.90 ft Total Length of Shearwalls total width total area
<br /> V(from upper). 4217 lb 6227 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs
<br /> V(from main)= 4003 lb 3483 lb Length of Shearwall= 5.7 ft Tributary width for dead load= 10.0 ft
<br /> V(from lower)= 0 lb 0 lb :Rah Length of adjoining wall= 4.0 ft
<br /> E(Qv )= 8,220 lb E(Eµx)= 9,711 lb Use alternate R factor for seismic? NO
<br /> V= 137 PLF V= 162 PLF
<br /> AF&PA SDPWS-2008 0.93 x 230= 214 PLF USE A
<br /> ,Seismic controls shearwall design
<br /> CTOTAL= (floor above)+(this floor)= 623 + 1100 lbs = 1722 lbs Wind controls
<br /> TTOTAL= (floor above)+(this floor)= 49 + 278 lbs = 327 lbs Load case 8 controls-Wind
<br /> 7)/ind controls holdown design
<br /> Where overstrength factor is applicable,use this NO HOLDOWNS REQUIRED OK
<br /> value for E in equations 5,6,and 8: E= 1299 lbs
<br /> SHEARWALL WIND SEISMIC
<br /> Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor)
<br /> MAIN Floor Level,e.g. Upper,Main, Lower 1.0 tributary width 1.0 tributary area
<br /> Lt-Rt Load Direction,e.g. Left-Right, Front-Rear 2.0 total width 2.0 total area
<br /> (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor)
<br /> CDX Sheathing type 1.0 tributary width 1.0 tributary area
<br /> Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width • 2.0 total area
<br /> U/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor)
<br /> (e.g.Roof,Upper Floor,Main Floor) tributary width tributary area
<br /> 37.50 ft Total Length of Shearwalls total width total area
<br /> V(from upper). 4097 lb 6227 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs'
<br /> V(from main)= 4023 lb 3483 lb Length of Shearwall= _ 37.5 ft Tributary width for dead load= 6.0 ft
<br /> V(from lower)= 0 lb 0lb Ames'.'=:,iic C;;‹ Length of adjoining wall= 4.0 ft
<br /> E(Qtv8)= 8,120 lb E(S )= 9,711 lb Use alternate R factor for seismic? No
<br /> V= 108 PLF J = 129 PLF
<br /> AF&PA SDPWS-2008 0.93 x 230=214 PLF USE A
<br /> 7 ,,,1.0/s n--er all de
<br /> CTOTAL= (floor above)+(this floor)= 465 + 866 lbs = 1331 lbs Wind controls
<br /> TTOTAL= (floor above)+(this floor)= -560 + -930 lbs = -1490 lbs Load case 8 controls-Seismic
<br /> Seismic controls holdown des(ggi'
<br /> NO HOLDOWNS REQUIRED OK
<br /> Where overstrength factor is applicable,use this
<br /> t value for E in equations 5,6,and 8: E= 1036 lbs
<br /> LOWER FRONT SHEARWALL WIND SEISMIC
<br /> Floor Info Tributary Width(Upper Floor) Tributary Area(Upper Floor)
<br /> LOWER Floor Level,e.g. Upper, Main,Lower 1.0 tributary width 1.0 tributary area
<br /> Lt-Rt Load Direction,e.g.Left-Right, Front-Rear 2.0 total width 2.0 total area
<br /> (For Left Wall,Use Front-Rear Load Direction) Tributary Width(Main Floor) Tributary Area(Main Floor)
<br /> CDX Sheathing type 1.0 tributary width 1.0 tributary area
<br /> Values from table 4.3A of the AF&PA SDPWS-2008 2.0 total width 2.0 total area
<br /> M/FL Resisting Dead Load Tributary Width(Lower Floor) Tributary Area(Lower Floor)
<br /> (e.g.Roof,Upper Floor,Main Floor) _ 1.0 tributary width 1.0 tributary area
<br /> 18.50 ft Total Length of Shearwalls 2.0 total width 2.0 total area
<br /> V(from upper)= 4097 lb 11565 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs
<br /> V(from main)= 4023 lb 6469 lb Length of Shearwall= 6.0 ft Tributary width for dead load= 1.0 ft
<br /> V(from lower)= 3755 lb 3518 lb 2e';i i= ) :, . Length of adjoining wall= 4.0 ft
<br /> E(Qtvf)= 11,874 lb E(S.t l= 21,552 lb Use alternate R factor for seismic? YES If yes,enter factor= 3.5
<br /> V= 321 PLF V= 582 PLF
<br /> 3x framing required per IBC
<br /> AF&PA SDPWS-2008 0.93 x 665=618 PLF USE A
<br /> eisrs .rIS ,gat 0i'cesKr
<br /> CTOTAL= (floor above)+(this floor)= 2546 + 3262 lbs = 5808 lbs Seismic controls
<br /> TTOTAL= (floor above)+(this floor)= 1544 + 2954 lbs = 4497 lbs Load case 8 controls-Seismic
<br /> USE SIMPSON DESIGNED HOLDOWN: MST60
<br /> Where overstrength factor is applicable,use this
<br /> value for E in equations 5,6,and 8: E= 4660 lbs OR AT FOUNDATION/INTERIOR WALLS USE: HDU5-SDS2.5
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