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LOAD:
<br />Roof weights
<br />Roof DL (horiz . Proj .) =
<br />Ext. Wall DL =
<br />Int. Shear Wall DL =
<br />Floor DL =
<br />Wall Height (2nd floor) =
<br />Wall He ight (1st f loor) =
<br />Roof Height =
<br />Tota l height , hn =
<br />Transverse Length =
<br />Long it udinal Length =
<br />Roof Area=
<br />Tributary Ext . Walls to Roof =
<br />T ri butary In t. Shear Walls to Roof=
<br />Floo r A rea =
<br />Tributary Ext. Walls to Floor =
<br />Tributary Int. Shear Walls to Floor =
<br />Roof We ight =
<br />Tributary Ext. Walls to Roof =
<br />Tributary Int. Shear Walls to Roof=
<br />W roor =
<br />Floor We ight =
<br />Tributary Ext . Walls to 2nd Floor =
<br />Tributary Int. Shear Walls to 2nd Floor=
<br />W 2ndfloor=
<br />Tributary Ext. Walls to 1st Floor =
<br />Tributary Int. Shear Walls to 1st Floor =
<br />W 1stfloor=
<br />Total DL (W ) =
<br />Tota l Base Shear (V ) =
<br />Design Base Shear :
<br />Period : T=Ct (hn )314 = 0 .02 *(hn )314 =
<br />Vertical distributions of seismic forces:
<br />Level wx (lb Area (ft2 ) Fx N-S (lb
<br />Roof 17 ,950 600 4 ,094
<br />2nd Floor 18,435 600 4 ,205
<br />1st Floor 7 ,640
<br />:L 36 ,385 8 ,299
<br />Fx E-W (lb '
<br />4 ,094
<br />4 ,205
<br />8 ,299
<br />Fpx N-S
<br />(I b)
<br />4 ,954
<br />5 ,088
<br />10 ,042
<br />Fx E-W wx
<br />4 ,954
<br />5 ,088
<br />10 ,042
<br />Shear
<br />E-W
<br />17 .0
<br />17 .0
<br />7 .0
<br />15 .0
<br />8 .0
<br />9.0
<br />6 .5
<br />23 .5
<br />30 .00
<br />30 .00
<br />600 .0
<br />100 .0
<br />30 .0
<br />600 .0
<br />100 .0
<br />30 .0
<br />10 ,205
<br />6 ,800
<br />945
<br />17,950
<br />9 ,000
<br />7 ,650
<br />1,785
<br />18,435
<br />6 ,800
<br />840
<br />7,64Q
<br />44 025
<br />10 042
<br />0 .213 sec
<br />V=
<br />V=
<br />0.2 S05 W
<br />(I b)
<br />3 ,722
<br />3 ,823
<br />0 .2 S05 W
<br />(I b)
<br />3 ,657
<br />3 ,699
<br />Use
<br />Use
<br />N-S
<br />17.0
<br />17.0
<br />7 .0
<br />15 .0
<br />8.0
<br />9.0
<br />6 .5
<br />23 .5
<br />20 .00
<br />20 .00
<br />600 .0
<br />100 .0
<br />20 .0
<br />600.0
<br />100 .0
<br />20 .0
<br />10 ,205
<br />6 ,800
<br />630
<br />17,635
<br />9 ,000
<br />7 ,650
<br />1,190
<br />17,840
<br />6 ,800
<br />560
<br />7,360
<br />42 835
<br />1(}_._042
<br />E-W
<br />0.23
<br />10 ,042
<br />(I b)
<br />4 ,954
<br />5 ,088
<br />(I b)
<br />4 ,954
<br />5 ,088
<br />Diaphragm
<br />E-W
<br />17.0
<br />17.0
<br />7 .0
<br />15.0
<br />8.0
<br />9.0
<br />6.5
<br />23 .5
<br />30.00
<br />30.00
<br />600.0
<br />40.0
<br />30 .0
<br />600.0
<br />40 .0
<br />30.0
<br />10 ,205
<br />2 ,720
<br />945
<br />13,870
<br />9 ,000
<br />3 ,060
<br />1,785
<br />13,845
<br />27 715
<br />N-S
<br />0.23 w
<br />10 ,042 lbs
<br />fx N-S
<br />(psf}
<br />6 .82
<br />7 .01
<br />fx E-W
<br />(psf}
<br />6 .82
<br />7 .01
<br />N-S
<br />17 .0
<br />17.0
<br />7 .0
<br />15 .0
<br />8.0
<br />9.0
<br />6.5
<br />23 .5
<br />20.00
<br />20.00
<br />600.0
<br />60.0
<br />20 .0
<br />600 .0
<br />60.0
<br />20.0
<br />10 ,205
<br />4 ,080
<br />630
<br />14,915
<br />9 ,000
<br />4 ,590
<br />1 '190
<br />14,780
<br />29 695
<br />fpx N-S
<br />(psf)
<br />8 .26
<br />8 .48
<br />fpx E-W
<br />(psf}
<br />8 .26
<br />8 .48
<br />psf
<br />plf
<br />plf
<br />psf
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<br />2234 S Center St #100 -
<br />1011186658/13/2024
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