V. 3x2 Plane Frame Moments
To find the bending moments due to lateral joint loads in a 3x2 bay plane frame.
References
Noris and Wilbur, Elementary Structural Analysis, 2nd Edition, McGraw – Hill, Inc., Page 304.
Details
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
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% | |
Input
The file C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\03 Frames\3x2 Plane Frame Moments.STD is typically installed with the program.
STAAD
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
LOAD 1 HORIZONTAL JOINT LOAD
JOINT LOAD
2 3 FX 10
UNIT FEET KIP
PERFORM ANALYSIS
PRINT MEMBER FORCES ALL
FINISH
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