Chapter 9 Deflection of Beams
9-1 [
9-4
9-5
9-6 [
9-7
9-9
9-10
9-11
9-12 [
9-14
9-15
9-16
9-17
1.5 kN 1.5 kN
350 mm 250 mm
b t
P
D C
L/2
A
MA
B
L
9-18
[
Statically Indeterminate Beams
9-19
v
V
28.54
b
a
v
9-20 [
9-21
9-22
At at
3500
V
(lb) 0
M
x
9-23
9-24
9-25
P = 350 lb
a
L/2
P = 35 kN
9-26
9-27
9-28 [
9-29
9-30
W = 400 lb/ft
V
(lb)
0
w = 400 lb/ft
746.7
9-31
9-32
9-33
9-34
9-35
9-36 Figure P9-36 Appendix A-21(h) 9-37 Figure P9-37 Appendix A-21(c)
9
–
38
Figure P9
–
38
Appendix A
–
21(b
)
9
–
39
Appendix A
–
21(d
)
9-40 Appendix A-21(f) 9-41 Appendix A-21(h)
9
–
42
Appendix A
–
21(i
)
Appendix A
–
21(j
)
9-44 Appendix A-21(e) 9-45 Appendix A-21(b)
9
–
43
9-47
9-46
Appendix A
–
19(d
)
Appendix A
–
20(c
)
Appendix A
–
21(c
)
(a) (b) (c)
(d)
4.0
Relative
value
10.0
9.6
9-48
Problem Vmax; V/Vi (lb) Mmax; M/Mi (lb in)
ymax (in) y/yi
9-22 3500; 1.00 9800; 1.00 -83 061/EI 1.00
9-28 2800; 0.80 6533; 0.667 -40 017/EI 0.482
Problem Vmax; V/Vi (lb) Mmax; M/Mi (lb in)
ymax (in) y/yi
9-23 500; 1.00 1600; 1.00 -17712/EI 1.00
9-49 Appendix A-19(d)
9
–
50
Appendix A
–
21(h
)
9-51 Appendix A-21(i)
9-52
III
840 N 600 N 1200 N
Superposition Statically Determinate Beams
9-53
(
400 N
500 N 400 N
9-54
9-55
I
40 kN 10 kN 10 kN 10 kN
9.9 m
40 kN
a = 8.7 m
Total
(I) (II) (III)
9-56 [
9-57
9-58
600 N 1200 N
1200 N
600 N
300
400 mm