V. 2D 门式框架反力侧移 2

在1x1跨平面框架的水平构件上，由于集中荷载产生的最大弯矩。

References

McCormac, J. C., Structural Analysis, Intext Educational Publishers, 第3^rd版, 1975年, 第385页, 问题22-6。

Details

确定结构中的最大弯矩。

P = 30 kip

L₁ = 20 ft

L₂ = 30 ft

所有构件的E和I相同

Results

Table 1. 结果比较
结果类型	理论	STAAD.Pro	差异
M_Max (ft·kip)	69.40	69.44	可忽略

Input

文件 C:\Users\Public\Public Documents\STAAD.Pro 2026\Samples \Verification Models\03 Frames\2D Portal Reactions Sidesway 2.STD 通常随程序安装。

STAAD

STAAD PLANE : 2D PORTAL REACTIONS SIDEWAYS
START JOB INFORMATION
ENGINEER DATE 17-Sep-18
END JOB INFORMATION
*
* PLANE FRAME WITH SIDESWAY. REFERENCE 'STRUCTURAL ANALYSIS'
* BY JACK McCORMACK. PAGE 385 PROB 22-6.
* ANSWER - MAX BENDING IN MEMB 1 = 69.4 KIP-FT
*
UNIT FEET KIP
JOINT COORDINATES
1 0 10 0; 2 0 30 0; 3 30 30 0; 4 30 0 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4;
MEMBER PROPERTY AMERICAN
1 TO 3 TABLE ST W12X26
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 4.176e+06
POISSON 0.3
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 4 FIXED
LOAD 1 VERTICAL LOAD
MEMBER LOAD
2 CON Y -30 10
PERFORM ANALYSIS
PRINT MEMBER FORCES
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     20.09     -3.74     0.00      0.00      0.00      -5.33
                 2    -20.09      3.74     0.00      0.00      0.00     -69.44
      2    1     2      3.74     20.09     0.00      0.00      0.00      69.44 
                 3     -3.74      9.91     0.00      0.00      0.00     -66.66
      3    1     3      9.91      3.74     0.00      0.00      0.00      66.66
                 4     -9.91     -3.74     0.00      0.00      0.00      45.50