Q2: Design a one-way slab for the framing plan shown below. Use fe 3ksi and grade 60 16 reinforcement. The slab is interior must be designed to carry a uniform dead load (excluding 18 self-weight) of 25psf and a uniform live load of 100psf. The slab is monolithic with all support beams. Assume that the 18 support beams have an 16" width and the dimensions shown below are to the centerlines of the 16 beams. First assumed minimum slab thickness is Sin 14.Ultimate applied load equal to A.625 B. 410 15.The ultimate moment at A- B.-22.2 04-25 A. 22.2 16.The ultimate moment at B- B. 782 A. 81.2 17 Th 16=60 M DL=25 psf sab self aeght -100p 176" C.251 .k.in C. 33.3 ..k.in lb ft One Way Slab Design Sp D. 310 D. -33.3 Symacke
Q2: Design a one-way slab for the framing plan shown below. Use fe 3ksi and grade 60 16 reinforcement. The slab is interior must be designed to carry a uniform dead load (excluding 18 self-weight) of 25psf and a uniform live load of 100psf. The slab is monolithic with all support beams. Assume that the 18 support beams have an 16" width and the dimensions shown below are to the centerlines of the 16 beams. First assumed minimum slab thickness is Sin 14.Ultimate applied load equal to A.625 B. 410 15.The ultimate moment at A- B.-22.2 04-25 A. 22.2 16.The ultimate moment at B- B. 782 A. 81.2 17 Th 16=60 M DL=25 psf sab self aeght -100p 176" C.251 .k.in C. 33.3 ..k.in lb ft One Way Slab Design Sp D. 310 D. -33.3 Symacke
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
Related questions
Question
![Q2: Design a one-way slab for the
framing plan shown below. Use
f3ksi and grade 60 16
reinforcement. The slab is
interior must be designed to carry
a uniform dead load (excluding 18
self-weight) of 25psf and a
uniform live load of 100psf. The
slab is monolithic with all
support beams. Assume that the 18
support beams have an 16" width
and the dimensions shown below
are to the centerlines of the 16
beams. First assumed minimum
slab thickness is Sin
14.Ultimate applied load equal to
A.625
B. 410
04-25
15.The ultimate moment at A-
A. 22.2
B.-22.2
16.The ultimate moment at B-
A. 81.2
B.78.2
17.The ultimate moment at D=
A. 10
B. 35.6
B. 93.9
18. The ultimate moment at E-
A. 100.2
19.Required reinforcement at A-
A. 89.0
B.8.9
16=60
1
20 Required reinforcement at D
A. 1.095
B. 0.195
DL-25 psf slab self night:-100ps
176"
C. 251
.k.in
C.33.3
C.64.5
k.in
LC.45.5
k.in
sq.in
C. 0.185
lb ft
One Way Slab
Design Sp
C. 14
D. 310
C-100.2 D. -93.9
C.0.89
D. -33.3
D. 57.2
in
D. 64.6
D. 0.089
21.Maxinn spacing=
A. 18
B. 16
22 Minimum reinforcement amounts
A. 0.177
B. 0.176
C.0.175
23. Considering #4 bar, the distribution of reinforcement at B will be
A. #4@6
B. #4@8
C.44@10
10
D. 0.175
D. 12
D. 0.173
D. #4@12
Symacke](/v2/_next/image?url=https%3A%2F%2Fcontent.bartleby.com%2Fqna-images%2Fquestion%2F395012b8-6b69-4270-b491-312d11dc2e2e%2F1f0d26fb-7ec2-467e-84cb-f6fee95321e7%2Fb27rc6j_processed.jpeg&w=3840&q=75)
Transcribed Image Text:Q2: Design a one-way slab for the
framing plan shown below. Use
f3ksi and grade 60 16
reinforcement. The slab is
interior must be designed to carry
a uniform dead load (excluding 18
self-weight) of 25psf and a
uniform live load of 100psf. The
slab is monolithic with all
support beams. Assume that the 18
support beams have an 16" width
and the dimensions shown below
are to the centerlines of the 16
beams. First assumed minimum
slab thickness is Sin
14.Ultimate applied load equal to
A.625
B. 410
04-25
15.The ultimate moment at A-
A. 22.2
B.-22.2
16.The ultimate moment at B-
A. 81.2
B.78.2
17.The ultimate moment at D=
A. 10
B. 35.6
B. 93.9
18. The ultimate moment at E-
A. 100.2
19.Required reinforcement at A-
A. 89.0
B.8.9
16=60
1
20 Required reinforcement at D
A. 1.095
B. 0.195
DL-25 psf slab self night:-100ps
176"
C. 251
.k.in
C.33.3
C.64.5
k.in
LC.45.5
k.in
sq.in
C. 0.185
lb ft
One Way Slab
Design Sp
C. 14
D. 310
C-100.2 D. -93.9
C.0.89
D. -33.3
D. 57.2
in
D. 64.6
D. 0.089
21.Maxinn spacing=
A. 18
B. 16
22 Minimum reinforcement amounts
A. 0.177
B. 0.176
C.0.175
23. Considering #4 bar, the distribution of reinforcement at B will be
A. #4@6
B. #4@8
C.44@10
10
D. 0.175
D. 12
D. 0.173
D. #4@12
Symacke
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