Good day.
I'm trying to construct and analyze a support structure in STAAD that has 2 (two) types of back to back sections and will be mounted on columns. Though my model can proceed with its analysis for the columns, it skips for the double sections. The design would require a plate to be placed between the column and the first type of double section but I thought I could just include those in the RAM connections instead. I was thinking of reconstructing the model using either offsets or node connections however I am not sure which would be more appropriate for this case. If I opted to use exact node connections I may need to model the plate instead of using RAM since the spacing between would exceed the face of the column(s). Please see the 3D rendered view if my phrasing wasn't clear. Here is the input for the model.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-Jul-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT MMS KN
JOINT COORDINATES
1 0 0 0; 2 0 2560 0; 3 0 2560 -400; 4 0 2560 400; 5 3100 0 0; 6 3100 2560 0;
7 3100 2560 -400; 8 3100 2560 400; 9 -570 2560 0; 10 3670 2560 0;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 2 4; 4 5 6; 5 6 7; 6 6 8; 7 9 2; 8 2 6; 9 6 10;
MEMBER OFFSET
2 5 START 0 58.7995 0
2 5 END 0 58.7995 0
3 6 START 0 58.7995 0
3 6 END 0 58.7995 0
7 START 0 160.4 0
7 END 0 160.4 0
8 START 0 160.4 0
8 END 0 160.4 0
9 START 0 160.4 0
9 END 0 160.4 0
DEFINE MATERIAL START
ISOTROPIC STEEL
E 205
POISSON 0.3
DENSITY 7.68195e-008
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.2532 FU 0.4078 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 4 TABLE ST W10X26
2 3 5 6 TABLE D C4X7 SP 247
7 TO 9 TABLE D C4X7 SP 582.224
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 5 FIXED
DEFINE WIND LOAD
TYPE 1 WIND 1
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 200.000 KMPH 4 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
0 40.000 FT 25.000 FT 0.500 FT 0.600 2.000 0.010 -
0 0 0 0 1.044 1.000 1.000 0.850 0 -
0 0 0 0.879 1.600 -0.550
!> END GENERATED DATA BLOCK
INT 1.92027e-006 1.92027e-006 1.96966e-006 2.0148e-006 2.05644e-006 -
2.09514e-006 2.13133e-006 2.16535e-006 2.19748e-006 2.22793e-006 2.2569e-006 -
2.28454e-006 2.31098e-006 2.33634e-006 2.3607e-006 HEIG 0 4572 5158.15 -
5744.31 6330.46 6916.62 7502.77 8088.92 8675.08 9261.23 9847.38 -
10433.5 11019.7 11605.8 12192
EXP 1 JOINT 1 TO 10
DEFINE UBC ACCIDENTAL LOAD
ZONE 0.04 I 1 RWX 4.5 RWZ 4.5 STYP 1 NA 1.1 NV 1.4
SELFWEIGHT 1
MEMBER WEIGHT
7 CON 6.8 120
8 CON 6.8 1550
9 CON 6.8 450
LOAD 1 LOADTYPE Seismic TITLE EQX
UBC LOAD X 1
PERFORM ANALYSIS
CHANGE
LOAD 2 LOADTYPE Seismic TITLE EQZ
UBC LOAD Z 1
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1
MEMBER LOAD
7 CON GY -6.8 120
8 CON GY -6.8 1550
9 CON GY -6.8 450
CALCULATE RAYLEIGH FREQUENCY
LOAD 4 LOADTYPE Live REDUCIBLE TITLE LIVE LOAD
LOAD 5 LOADTYPE Wind TITLE WIND LOAD
WIND LOAD X 1 TYPE 1 OPEN
WIND LOAD Z 1 TYPE 1 OPEN
LOAD 6 LOADTYPE None TITLE MODAL CALCULATION
SELFWEIGHT X 1
SELFWEIGHT Y 1
SELFWEIGHT Z 1
MODAL CALCULATION REQUESTED
LOAD COMB 7 COMBINATION LOAD CASE 7
3 1.4
LOAD COMB 8 COMBINATION LOAD CASE 8
3 1.2 4 1.4
LOAD COMB 9 COMBINATION LOAD CASE 9
3 1.2 5 0.8
LOAD COMB 10 COMBINATION LOAD CASE 10
1 1.0 3 1.2 4 0.5
LOAD COMB 11 COMBINATION LOAD CASE 11
2 1.0 3 1.2 4 0.5
LOAD COMB 12 COMBINATION LOAD CASE 12
1 1.0 3 0.9
LOAD COMB 13 COMBINATION LOAD CASE 13
2 1.0 3 0.9
PERFORM ANALYSIS
PARAMETER 1
CODE LRFD
DFF 360 ALL
PERFORM ANALYSIS
PARAMETER 2
CODE LRFD
GROUP MEMB 1 4
GROUP MEMB 2 3 5 6
GROUP MEMB 7 TO 9
PARAMETER 3
CODE LRFD
STEEL MEMBER TAKE OFF LIST ALL
PARAMETER 4
CODE LRFD
CHECK CODE ALL
FINISH
I thank you all in advance for any assistance you may provide.