CEMP-E
TI 809-07
30 November 1998
SD1
0.42g
()
Cs =
=
= 0.292g
(Eq D-6)
R
4 )
T
0.36(
I
1.0
but shall not be less than (Equation C-22):
Cs = 0.1SD1I = 0.1(0.42g )(1.0) = 0.042g
(Eq D-7)
The approximate fundamental period, Ta, in seconds is calculated using the following equation
(Equation C-24):
3
3
Ta = CThn 4 = (0.030)(27)
= 0.36 sec onds
4
(Eq D-8)
Where:
CT = 0.030 for cold-formed steel shear panels with diagonal straps.
hn = the height, which is 27 feet to the top of the shear walls for the barracks building.
This approximate period, Ta is used for the fundamental period, T in Equation D-6 without correction.
D7. SHORT-DIRECTION EARTHQUAKE FORCE DEFINITION. The total dead load and applicable
portions of other loads, W are calculated from the loads presented in Table D-2 as follows:
W = D T + B + 0.25L = D + EW + IW + B + 0.25L
(Eq D-9)
For the short direction of the building this weight, WS becomes:
WS = D T + B L + 0.25L = D + EW + IW + BL + 0.25L
(Eq D-10)
Where:
DT = the total dead load.
B = the brick veneer weight.
L = the live load.
D = the floor and roof dead load.
EW = the exterior wall weight.
IW = the interior wall weight.
BL = the brick veneer weight in the long direction of the building carried by the shear panels in
the short direction of the building.
The cumulative total weight in the short direction of the building, WS at the first floor is equal to 1744
kips, as shown in Table D-3.
The base shear in the short direction of the building, VS, is now calculated from Equation C-19:
VS = Cs WS = (0.204g)(1744kips) = 356kips
(Eq D-11)
D-4
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