9-59
9-60
9-61 ,
9-62
140 lb
w
= 12 lb/in
20 in 20 in
P = 180 lb
12 lb/in
I
20 kN/m
RB
Superposition Statically Indeterminate Beams
9-63 [
9-64
[
[
I
50 kN/m
50 kN/m
3.2 m
1.6 m
1.6 m
1.6 m
I
9-65
9-66
371
V
(lb)
0
-371
429
800 lb
800 lb
I
40 kN/m
80 kN
9-67 [
9-68
I
[A
–
19(c)]
[A-19(d)]
500 lb/ft
800 lb 800 lb
500 lb/ft
IV
M
(lb ft) 0
9-69 [
[
9-70 [
I
Design Problems Stress and Deflection Limits
9-71 [
9-72
1 A-19(g)
3.0 m = a
2.0 m =
L
B
2 A-21(d)
3.0 m =
a
2.0 m = L
V
(N) 0
V
P = 1500 N
P = 1500 N
2250 N
3750 N
w = 8.0 kN.m
9-74
9-75
Successive Integration Method
9-76
(1) (3)
(2) (4)
750
V (lb) 0
2000 lb
V
20 K
10 ft
4 kN/m
1.0 m
9-77
9-78 ; [
9-79 ;
9-80 ;
V
(K)
4 K/ft
10 ft
20 K
V
(kN)
4 kN/m
2.0 kN
1.0 m
50 kN/m
60 kN
9-81 ;
Shape of deflection curve
.
x (m) EI
0 -26.25
0.5 -20.417
20
10
x – distance from let end of beam
9-82
:
(4)
V
(kN)
EIy
0
(kN m3)
20 kN
30 kN
R
A
= 28 kN
R
D
= 22
kN
28
-22
8
17.6
11.2