To find the bending moments due to lateral joint loads in a 3x2 bay plane frame.
Reference
Noris and Wilbur, Elementary Structural Analysis, 2nd Edition, McGraw – Hill, Inc., Page 304.
Problem
Determine the bending moments in the members of frame.
3x2 bay plane frame
Comparison
Table 1. Comparison of results
Result Type |
Theory |
STAAD.Pro
|
Difference |
Bending in member (ft·kips) |
AE |
29.6 |
29.80 |
<1% |
EA |
25.1 |
25.21 |
none |
EI |
6.5 |
6.44 |
<1% |
IE |
10.6 |
10.48 |
1.1% |
BF |
60.9 |
61.03 |
none |
FB |
53.7 |
53.69 |
none |
FJ |
18.3 |
18.50 |
1.1% |
JF |
24.8 |
24.84 |
none |
CG |
76.8 |
76.70 |
none |
GC |
68.3 |
68.24 |
none |
GK |
25.2 |
25.25 |
none |
KG |
32.4 |
32.52 |
none |
DH |
45.6 |
45.45 |
none |
HD |
40.1 |
39.87 |
<1% |
HL |
13.5 |
13.58 |
<1% |
LH |
18.5 |
18.39 |
<1% |
EF |
31.6 |
-31.65 |
none |
FE |
29.5 |
-29.35 |
<1% |
IJ |
10.6 |
-10.48 |
1.1% |
JI |
10.0 |
-9.79 |
2.1% |
FG |
42.5 |
-42.84 |
<1% |
GF |
41.3 |
-41.71 |
<1% |
JK |
14.8 |
-15.05 |
1.7% |
KJ |
14.4 |
-14.71 |
2.2% |
GH |
52.2 |
-51.78 |
<1% |
HG |
53.6 |
-53.45 |
none |
KL |
18.0 |
-17.81 |
1.1% |
LK |
18.5 |
-18.39 |
<1% |
STAAD Output
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP FEET (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
1 1 1 -4.06 2.75 0.00 0.00 0.00 29.80
2 4.06 -2.75 0.00 0.00 0.00 25.21
2 1 2 -1.01 1.13 0.00 0.00 0.00 6.44
3 1.01 -1.13 0.00 0.00 0.00 10.48
3 1 4 -0.51 5.74 0.00 0.00 0.00 61.03
5 0.51 -5.74 0.00 0.00 0.00 53.69
4 1 5 -0.18 2.89 0.00 0.00 0.00 18.50
6 0.18 -2.89 0.00 0.00 0.00 24.84
5 1 7 -0.14 7.25 0.00 0.00 0.00 76.70
8 0.14 -7.25 0.00 0.00 0.00 68.24
6 1 8 -0.02 3.85 0.00 0.00 0.00 25.25
9 0.02 -3.85 0.00 0.00 0.00 32.52
7 1 10 4.71 4.27 0.00 0.00 0.00 45.45
11 -4.71 -4.27 0.00 0.00 0.00 39.87
8 1 11 1.21 2.13 0.00 0.00 0.00 13.58
12 -1.21 -2.13 0.00 0.00 0.00 18.39
9 1 2 8.38 -3.05 0.00 0.00 0.00 -31.65
5 -8.38 3.05 0.00 0.00 0.00 -29.35
10 1 5 5.53 -3.38 0.00 0.00 0.00 -42.84
8 -5.53 3.38 0.00 0.00 0.00 -41.71
11 1 8 2.14 -3.51 0.00 0.00 0.00 -51.78
11 -2.14 3.51 0.00 0.00 0.00 -53.45
12 1 3 8.87 -1.01 0.00 0.00 0.00 -10.48
6 -8.87 1.01 0.00 0.00 0.00 -9.79
13 1 6 5.98 -1.19 0.00 0.00 0.00 -15.05
9 -5.98 1.19 0.00 0.00 0.00 -14.71
14 1 9 2.13 -1.21 0.00 0.00 0.00 -17.81
12 -2.13 1.21 0.00 0.00 0.00 -18.39
:A 3X2 BAY PLANE FRAME -- PAGE NO. 4