Civil Engineering Reference
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Span
20 ft
6.1 m
B
12 in.
305 mm
H
20 in.
508 mm
f
c
4 ksi
27.6 MPa
f
y
60 ksi
414 MPa
Top bars
#3
ϕ
= 9.5 mm
Main bars
#6
ϕ
= 19 mm
W
DL
0.9 k/ft
13.14 kN/m
W
LL
0.9 k/ft
13.14 kN/m
Problem 5.2
Repeat Example 5.1 to design the required FRP by taking
t
,
t
f
= 0.04 in.
with no rounding off or approximating numbers in the equations. Also, check if the
strengthening limits due to loss of composite action are satisfied.
dh
f
=+
2
Problem 5.3
For the beam section given in Figure 5.P.3, design for the area of FRP required to
increase the section capacity by 4%
only
.
f
=
4,
ksi
f
=
60
ksi
,
ε=
0.0008
c
y
bi
3
8
1
2
7
8
dd
t
==−−−×=
14
1
12.19"
t
=
0.04",
E
=
5260 ksi,
f
=
90 ksi
f
f
fu
#3 @ 5" c/c
14"
12.19"
4#7
9"
FIGURE 5.P.3
Problem 5.4
Derive the coefficients of the approximate Equation (5.77)
A
3
,
B
3
, and
D
3
for a doubly
reinforced rectangular section in case of yielding and no yielding of compression
steel for the failure mode of FRP rupture.
Problem 5.5
Decker (2007) designed, built, strengthened, and tested rectangular reinforced con-
crete beams having the following properties:
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