Civil Engineering Reference
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14′ 0′′
14′ 0′′
290 kip
290 kip
290 kip
290 kip
8′
4′
4′
8′
1
4
7
5
6
2
P
7
5
P
5
P
2
86.98°
P
1
P
8
P
3
P
6
6
8
1
3
P
4
59.93°
3
4
2
C
L
5′ 3′′
5′ 3′′
Figure 13.9
Strut-and-tie model developed for the Hammerhead Pier.
P
6 =
P
1 = 335.100 kip (1490.525 kN)
P
2 =
P
1cos(59.93°) = 145.307 kip (646.326 kN)
P
7 =
P
2 = 145.307 kip (646.326 kN)
P
3 =
P
/sin(86.98°) = 290.403 kip (1292.713 kN)
P
8 =
P
3 = 290.403 kip (1291.713 kN)
P
4 =
P
1 cos(59.93°) -
P
3 cos(86.98°) = 152.605 kip (678.787 kN)
P
5 =
P
2 − P3 cos(86.98°) = 130.007 kip (578.271 kN)
13.2.1.3
Design of the tie
Members 2, 5, 7 (Figure 13.9) (ACI A.2.6 and A.4.1)
Required area of steel for members 2 and 7:
A
st_
2
=
P
2/f
f
y
= 3125 mm
2
(4.844 in
2
)
Required area of steel for member 5:
A
st_
5
=
P
5/f
f
y
= 2795 mm
2
(4.334 in
2
)
Minimum reinforcement (ACI 11.8.5)
From geometry of the pier cap: Depth
d
= 4267.2 mm (14′);
Width
b
= 1524 mm (60″)
A
stmin
= 0.04(
f
c
′/
f
y
)
bd
= 22,761 mm
2
(35.28 in
2
)
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