Tributary Width = 8'(2.44m)
Dead Loads =
39psf
Live Loads =
125psf
wu = 1.2 DL + 1.6 LL = 1.2(39psf)(8' + 1.6(125psf)(8' = 1974 plf (28.80 KN/m)
)
)
2
2
Mu = wL /8 = (1974plf)(20ft.) /8 = 99 kipft. (134.24 KN-m)
Try W12 x 26, A36 steel. This is the same member as used for the upper roof edge beams.
φMp = 100 kipft. (135.60 KN-m) > 99 kipft. (134.24 KN-m) OK.
b
B.1 Calculate fundamental period, T
Ta = CThn3/4
FEMA 302 Eq. 5.3.3.1-1
CT = 0.020 for both the transverse and longitudinal directions
hn = 20 ft. (6.10m)
Ta = (0.020)(20)3/4 = 0.19 sec.
B.2 Determine dead load, W
ROOF LEVEL TRIBUTARY SEISMIC WEIGHTS (ROOF & TRIBUTARY WALLS)
Item
Number
Tributary
Length /
Area
Unit Weight
Seismic Weight
Height / Width
Width
(ft.2)
(psf / lb.)
(kips)
(ft.)
(ft.)
Roof
1
41
161
6601
18.0
118.8
CMU Wall A1-A2
1
6
41
246
57.0
14.0
CMU Wall I1-I2
1
6
41
246
57.0
14.0
CMU Firewall E1-E2
1
10
40
400
57.0
22.8
Metal Panel Wall 1A-1B
1
5
20
100
4.0
0.4
Metal Panel Wall 1H-1I
1
5
20
100
4.0
0.4
Metal Panel Wall 2A-2B
1
5
20
100
4.0
0.4
Metal Panel Wall 2H-2I
1
5
20
100
4.0
0.4
Metal Panel Walls Between Doors
10
10
3
300
4.0
1.2
Metal Roll-Up Doors
12
---
---
---
1200
14.4
TOTAL
186.9
(831.3 KN)
MEZZAINIE LEVEL TRIBUTARY SEISMIC WEIGHTS (ROOF & TRIBUTARY WALLS)
Item
Number
Tributary
Length /
Area
Unit Weight
Seismic Weight
Height / Width
Width
(ft.2)
(psf / plf)
(kips)
(ft.)
(ft.)
Decks
2
20
40
1600
49.0
78.4
25% of Live storage loads*
2
20
40
1600
31.3
50.0
CMU Wall A1-A2
1
10
41
410
57.0
23.4
CMU Wall I1-I2
1
10
41
410
57.0
23.4
CMU Wall B1-B2
1
5
40
200
57.0
11.4
CMU Wall H1-H2
1
5
40
200
57.0
11.4
Metal Panel Wall 1H-1I
1
10
20
200
4.0
0.8
Metal Panel Wall 1A-1B
1
10
20
200
4.0
0.8
Metal Panel Wall 2A-2B
1
10
20
200
4.0
0.8
Metal Panel Wall 2H-2I
1
10
20
200
4.0
0.8
TOTAL
201.1
(894.5 KN)
TOTAL SEISMIC WEIGHT = 186.9 + 201.1 =
388
kips
*Note: ASCE 7-95 Section 9.2.3.2-1.1 requires that 25% of the floor live load be included in the determination of
the seismic weight in areas used for storage.
H1-11
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