43 .000000
( NA= 864 ) ( NW= 2612 )
Loading Case 1
The Loadings at Joints
NLJ= 10
ILJ PX PY PM 6 .0000 -20.1600 .00000 7 .0000 -20.1600 .00000 10 .0000 -20.1600 .00000 11 .0000 -20.1600 .00000 14 .0000 -20.1600 .00000 15 .0000 -20.1600 .00000 18 .0000 -20.1600 .00000 19 .0000 -20.1600 .00000 22 .0000 -20.1600 .00000 23 .0000 -20.1600 .00000
The Loadings at Members
NLM= 0
The Results of Calculation
The Joint Displacements
joint u v phi
1 -2.035738E-23 -5.259298E-22 3.466494E-23 2 -1.580287E-23 -9.554070E-21 2.574105E-23 3 1.580287E-23 -9.554070E-21 -2.574105E-23 4 2.035738E-23 -5.259298E-22 -3.466494E-23 5 -9.448617E-07 -2.288768E-06 -1.911175E-06 6 -3.351784E-07 -4.157789E-05 -1.653077E-06 7 3.351784E-07 -4.157789E-05 1.653077E-06 8 9.448617E-07 -2.288768E-06 1.911175E-06 9 -4.048056E-07 -3.578900E-06 -2.355072E-06 10 -1.358861E-07 -6.268776E-05 -2.066730E-06 11 1.358861E-07 -6.268776E-05 2.066730E-06 12 4.048056E-07 -3.578900E-06 2.355072E-06 13 -2.652117E-07 -4.595245E-06 -2.951448E-06 14 -9.877380E-08 -7.8