# V. 1x2 Plane Frame Lateral Load

Find the maximum moment due to lateral joint loads in a 1x2 bay plane frame.

## Reference

McCormac, J. C., Structural Analysis, Intext Educational Publishers, 3rd edition, 1975, page 388, example 22 - 7.

## Problem

Determine the maximum moment in the frame.

 L = 20 ft

 H3 = 20 kip, H5 = 10 kip

E and I same for all members.

## Comparison

Table 1. Comparison of results
MMax (ftÂ·kip) 176.40 178.01 0.9%

The file C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\ Verification Models\03 Frames\1x2 Plane Frame Lateral Load.STD is typically installed with the program.

``````STAAD PLANE  : 1X2 PLANE FRAME LATERAL LOAD
START JOB INFORMATION
ENGINEER DATE 17-Sep-18
END JOB INFORMATION
*
* MULTIPLE LEVEL PLANE FRAME WITH HORIZONTAL LOAD.
* REFERENCE 'STRUCTURAL ANALYSIS' BY JACK McCORMACK,
* PAGE 388, PROB 22-7. ANSWER - MAX MOM IN MEMB 1 = 176.4 K-F
*
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 20 0 0; 3 0 20 0; 4 20 20 0; 5 0 40 0; 6 20 40 0;
MEMBER INCIDENCES
1 1 3; 2 2 4; 3 3 5; 4 4 6; 5 3 4; 6 5 6;
MEMBER PROPERTY AMERICAN
1 TO 6 PRIS AX 0.2 IZ 0.1
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 4.176e+06
POISSON 0.3
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 2 FIXED
3 FX 20
5 FX 10
PERFORM ANALYSIS
PRINT MEMBER FORCES
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    -22.26     15.06     0.00      0.00      0.00     178.01
3     22.26    -15.06     0.00      0.00      0.00     123.16
2    1     2     22.26     14.94     0.00      0.00      0.00     176.73
4    -22.26    -14.94     0.00      0.00      0.00     122.10
3    1     3     -6.51      4.97     0.00      0.00      0.00      34.49
5      6.51     -4.97     0.00      0.00      0.00      64.93
4    1     4      6.51      5.03     0.00      0.00      0.00      35.34
6     -6.51     -5.03     0.00      0.00      0.00      65.24
5    1     3      9.91    -15.75     0.00      0.00      0.00    -157.65
4     -9.91     15.75     0.00      0.00      0.00    -157.44
6    1     5      5.03     -6.51     0.00      0.00      0.00     -64.93
6     -5.03      6.51     0.00      0.00      0.00     -65.24
```