# V. 3x2 Plane Frame Moments

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.

 E = 30,000 ksi

 IAE = IEI = 240 in4

 IBF = IFJ = 480 in4

 ICG = IGK = 600 in4

 IDH = IHL = 360 in4

 IEF = IIJ = 600 in4

 IFG = IJK = 1,200 in4

 IGH = IKL = 1,800 in4

## Comparison

Table 1. Comparison of results
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%

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\03 Frames\3x2 Plane Frame Moments.STD is typically installed with the program.

``````STAAD PLANE :A 3X2 BAY PLANE FRAME
START JOB INFORMATION
ENGINEER DATE 17-Sep-18
END JOB INFORMATION
*
* REFERENCE: ELEMENTARY STRUCTURAL ANALYSIS, NORIS AND WILBUR, 2ND
*   EDITION. MCGRAW-HILL BOOK COMPANY, PAGE 304, WORKOUT PROBLEM
*
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 20 0; 3 0 35 0; 4 20 0 0; 5 20 20 0; 6 20 35 0; 7 45 0 0;
8 45 20 0; 9 45 35 0; 10 75 0 0; 11 75 20 0; 12 75 35 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 4 5; 4 5 6; 5 7 8; 6 8 9; 7 10 11; 8 11 12; 9 2 5;
10 5 8; 11 8 11; 12 3 6; 13 6 9; 14 9 12;
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
1 2 PRIS AX 10 IZ 240
3 4 PRIS AX 15 IZ 480
5 6 PRIS AX 20 IZ 600
7 8 PRIS AX 12 IZ 360
9 12 PRIS AX 20 IZ 600
10 13 PRIS AX 30 IZ 1200
11 14 PRIS AX 35 IZ 1800
UNIT FEET KIP
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 4.32e+06
POISSON 0.290909
END DEFINE MATERIAL
UNIT INCHES KIP
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 4 7 10 FIXED
2 3 FX 10
UNIT FEET KIP
PERFORM ANALYSIS
PRINT MEMBER FORCES ALL
FINISH
``````

```   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
```