Error during cable analysis

RE: Error during cable analysis

Sye — Mon, 24 Sep 2018 22:41:15 GMT

This structure is buckling even under the selfweight loading. If you run a first order analysis ( PERFORM ANALYSIS with just the selfweight ) you will see large displacements in Y. So I would suggest that you first do a basic first order analysis with the loads and ensure that displacements are within reasonable limits for all cases. You will need to add lateral supports as otherwise the structure does not have any lateral stability with the frame hanging from four pinned supports and suspended using axial only cable elements. Stabilizing the structure even against vertical loads would require addition of weak lateral springs. Try adding weak translational springs in FX and FZ at four corners. If you need to analyze this structure for lateral loads, you would definitely need to have additional lateral supports besides these springs. Also for any nonlinear type analysis you will need to use REPEAT LOADs and not LOAD COMBINATIONs.

RE: Error during cable analysis

Basu — Sat, 22 Sep 2018 09:20:53 GMT

Can any one find the solution for this

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 9/19/2018
JOB NAME Load at 4m from center of lifting frame
JOB NO 123
JOB REV R1
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0.740001 0 0; 3 1.74 0 0; 4 2.74001 0 0; 5 3.74001 0 0;
7 5.68001 0 0; 8 6.68001 0 0; 9 7.68002 0 0; 10 8.68002 0 0; 11 9.42002 0 0;
13 0.740001 0 8.40002; 14 1.74 0 8.40002; 15 2.74001 0 8.40002;
16 3.74001 0 8.40002; 17 5.68001 0 8.40002; 18 6.68001 0 8.40002;
19 7.68002 0 8.40002; 20 8.68002 0 8.40002; 21 0 0 8.40002;
22 9.42002 0 8.40002; 25 0.740001 0 2; 32 8.68002 0 2; 33 0 0 2;
34 9.42002 0 2; 37 0.740001 0 6.40001; 44 8.68002 0 6.40001; 45 0 0 6.40001;
46 9.42002 0 6.40001; 48 3.56001 0 2; 49 3.56001 0 6.40001; 50 5.86001 0 2;
51 5.86001 0 6.40001; 52 4.71001 0 0; 53 4.71001 0 8.40002;
56 4.43501 5.75101 0; 57 4.43501 5.75101 8.40002; 58 4.98501 5.75101 0;
59 4.98501 5.75101 8.40002;
MEMBER INCIDENCES
1 1 33; 2 33 45; 3 45 21; 4 2 1; 5 13 21; 6 25 33; 7 37 45; 8 2 3; 9 13 14;
10 25 48; 11 37 49; 12 3 4; 13 14 15; 16 4 5; 17 15 16; 18 48 50; 19 49 51;
20 5 52; 21 16 53; 22 7 8; 23 17 18; 26 8 9; 27 18 19; 28 50 32; 29 51 44;
30 9 10; 31 19 20; 32 10 11; 33 20 22; 34 32 34; 35 44 46; 36 11 34; 37 34 46;
38 46 22; 39 52 7; 40 53 17; 45 2 56; 46 10 58; 47 13 57; 48 20 59;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 1.99947e+08
POISSON 0.3
DENSITY 76.8191
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 248210 FU 399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
MEMBER PROPERTY BRITISH
1 TO 13 16 TO 23 26 TO 40 TABLE ST PIP40616.0
MEMBER PROPERTY BRITISH
45 TO 48 PRIS YD 0.08
SUPPORTS
56 TO 59 PINNED
MEMBER CABLE
45 TO 48 TENSION 1
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1
PERFORM CABLE ANALYSIS BASIC
CHANGE
LOAD 2 LOADTYPE Live TITLE 4M VERTICAL
MEMBER LOAD
8 9 CON GY -1200 0
30 31 CON GY -1200 1
PERFORM CABLE ANALYSIS BASIC
CHANGE
LOAD 3 LOADTYPE Live TITLE 4M HORIZONTAL
MEMBER LOAD
30 31 CON GZ -120 1
8 9 CON GZ -120 0
PERFORM CABLE ANALYSIS BASIC
CHANGE
LOAD COMB 4 COMBINATION LOAD CASE 4
1 1.1 2 1.0 3 1.0
PERFORM CABLE ANALYSIS BASIC
CHANGE
PERFORM ANALYSIS PRINT ALL
PARAMETER 1
CODE BS5950
RATIO 1 ALL
TRACK 2 ALL
CHECK CODE ALL
FINISH

RE: Error during cable analysis

Biswatosh — Fri, 26 Aug 2016 04:28:31 GMT

There are few in-build standard cable sections already added in Staad section database. You need to configure the section profile table for this.
Please see the link below.

communities.bentley.com/.../366848

However, I don't see any much of difference if you use the rod section (instead of standard cable section) and assign them as "Tension Only" member . The behavior of this section is same as the cable section which is supposed to only handle the tension.

RE: Error during cable analysis

saqlain awan — Fri, 26 Aug 2016 04:08:41 GMT

But how can i define pure cable instead of defining rod. i couldn't find any option of defining cable. Can i define rod and assigning it as tension member to get the effect of cable.

RE: Error during cable analysis

Sye — Thu, 25 Aug 2016 20:06:40 GMT

You were attempting to do a Nonlinear Cable Analysis but there was no pretension load defined which is essential. I added a pretension of 10KN ( you may change as needed). The bigger question is whether the nonlinear cable analysis is required or not. Are these members that you assigned as cables, really cable members or are these rods ? If these are rods you may as well model these as TRUSS. Also when you are using a nonlinear cable analysis, each load case has to be a complete case by itself with selfweight and all components. You should not do a cable analysis with just the wind load ( for example load case 7 to 14 ). Also if you go with a nonlinear cable analysis, your load combinations should be replaced by REPEAT LOADs. These can be very easily handled through the command editor as explained for the load case 15 below

LOAD COMBINATION :

…

LOAD COMB 15 DL+RL

5 1.0 6 1.0

REPEAT LOAD :

…

LOAD 15 DL+RL

REPEAT LOAD

5 1.0 6 1.0

A partly modified file is attached for your reference. Hop this will give you some direction.

communities.bentley.com/.../2068.Structure1.std

RE: Error during cable analysis

saqlain awan — Thu, 25 Aug 2016 14:34:17 GMT

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 13-Aug-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 25 0; 3 37.5 28.75 0; 4 75 0 0; 5 75 25 0; 6 18.75 26.875 0;
7 56.25 26.875 0; 8 0 0 25; 9 0 25 25; 10 37.5 28.75 25; 11 75 0 25;
12 75 25 25; 13 18.75 26.875 25; 14 56.25 26.875 25; 15 0 0 50; 16 0 25 50;
17 37.5 28.75 50; 18 75 0 50; 19 75 25 50; 20 18.75 26.875 50;
21 56.25 26.875 50; 22 0 0 75; 23 0 25 75; 24 37.5 28.75 75; 25 75 0 75;
26 75 25 75; 27 18.75 26.875 75; 28 56.25 26.875 75; 29 0 0 100; 30 0 25 100;
31 37.5 28.75 100; 32 75 0 100; 33 75 25 100; 34 18.75 26.875 100;
35 56.25 26.875 100; 36 0 0 125; 37 0 25 125; 38 37.5 28.75 125; 39 75 0 125;
40 75 25 125; 41 18.75 26.875 125; 42 56.25 26.875 125; 43 18.75 0 0;
44 56.25 0 0; 45 18.75 0 125; 46 56.25 0 125; 47 37.5 0 0; 48 37.5 0 125;
MEMBER INCIDENCES
1 1 2; 2 2 6; 3 4 5; 4 5 7; 5 6 3; 6 7 3; 7 8 9; 8 9 13; 9 11 12; 10 12 14;
11 13 10; 12 14 10; 13 15 16; 14 16 20; 15 18 19; 16 19 21; 17 20 17; 18 21 17;
19 22 23; 20 23 27; 21 25 26; 22 26 28; 23 27 24; 24 28 24; 25 29 30; 26 30 34;
27 32 33; 28 33 35; 29 34 31; 30 35 31; 31 36 37; 32 37 41; 33 39 40; 34 40 42;
35 41 38; 36 42 38; 37 30 27; 38 23 34; 39 34 24; 40 27 31; 41 33 28; 42 26 35;
43 35 24; 44 28 31; 45 30 22; 46 23 29; 47 16 13; 48 9 20; 49 20 10; 50 13 17;
51 19 14; 52 12 21; 53 21 10; 54 14 17; 55 16 8; 56 9 15; 57 19 11; 58 12 18;
59 2 9; 60 9 16; 61 16 23; 62 23 30; 63 30 37; 64 5 12; 65 12 19; 66 19 26;
67 26 33; 68 33 40; 69 3 10; 70 10 17; 71 17 24; 72 24 31; 73 31 38; 74 26 32;
75 25 33; 76 6 43; 77 7 44; 78 41 45; 79 42 46; 80 3 47; 81 38 48; 82 41 34;
83 34 27; 84 27 20; 85 20 13; 86 13 6; 87 7 14; 88 14 21; 89 21 28; 90 28 35;
91 35 42;
START GROUP DEFINITION
MEMBER
_INNER-RFT 8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30
_OUTR-RFT 2 4 TO 6 32 34 TO 36
_OUTR-COL 1 3 31 33
_INNR-COL 7 9 13 15 19 21 25 27
_BRACING 37 TO 58 74 75
_PIPE 59 TO 73 82 TO 91
_WIND-COL 76 TO 81
_RAFTERS 2 4 TO 6 8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30 32 34 TO 36
_COLUMNS 1 3 7 9 13 15 19 21 25 27 31 33 76 TO 81
JOINT
END GROUP DEFINITION
START USER TABLE
TABLE 1
UNIT FEET POUND
WIDE FLANGE
W200-6-F100-8
0.0301391 0.708661 0.019685 0.328084 0.026247 0.00246951 0.000154901 -
5.62327e-006 0.01395 0.0114816 0.328084 0.026247
END
UNIT FEET KIP
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
G 1.60615e+006
ISOTROPIC ASTM_A572_GR.50
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-006
DAMP 0.003
TYPE STEEL
STRENGTH FY 7199.99 FU 9359.99 RY 1.1 RT 1.1
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
37 TO 58 74 75 PRIS YD 0.03937
1 3 7 9 13 15 19 21 25 27 31 -
33 TAPERED 1.02362 0.0131233 2.82808 0.59055 0.019685 0.59055 0.019685
2 4 8 10 14 16 20 22 26 28 32 -
34 TAPERED 2.82808 0.0131233 2.17191 0.59055 0.019685 0.59055 0.019685
5 6 11 12 17 18 23 24 29 30 35 -
36 TAPERED 2.17191 0.0131233 1.51575 0.59055 0.019685 0.59055 0.019685
UNIT MMS NEWTON
MEMBER PROPERTY AMERICAN
59 TO 73 82 TO 91 TABLE ST PIPE OD 100 ID 90
UNIT FEET POUND
MEMBER PROPERTY COLDFORMED AMERICAN
76 TO 81 UPTABLE 1 W200-6-F100-8
UNIT FEET KIP
CONSTANTS
BETA 90 MEMB 76 TO 81
MATERIAL STEEL MEMB 37 TO 75 82 TO 91
MATERIAL ASTM_A572_GR.50 MEMB 1 TO 36 76 TO 81
SUPPORTS
1 4 8 11 15 18 22 25 29 32 36 39 43 TO 48 PINNED
UNIT MMS NEWTON
MEMBER RELEASE
59 TO 73 76 TO 91 START MY MZ
59 TO 73 82 TO 91 END MY MZ
UNIT FEET POUND
MEMBER CABLE
37 TO 58 74 75 LENGTH 0
UNIT MMS NEWTON
DEFINE UBC LOAD
ZONE 0.15 I 1 RWX 4.5 RWZ 3.5 STYP 4 CT 0.028 NA 1 NV 1
SELFWEIGHT 1
LOAD 1 LOADTYPE Seismic TITLE EX+
SELFWEIGHT X 1
LOAD 2 LOADTYPE Seismic TITLE EX-
SELFWEIGHT X -1
LOAD 3 LOADTYPE Seismic TITLE EZ+
SELFWEIGHT Z 1
LOAD 4 LOADTYPE Seismic TITLE EZ-
SELFWEIGHT Z -1
LOAD 5 LOADTYPE Dead TITLE DL
UNIT FEET POUND
MEMBER LOAD
2 4 TO 6 32 34 TO 36 UNI GY -63
8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30 UNI GY -125
SELFWEIGHT Y -1
UNIT MMS NEWTON
LOAD 6 LOADTYPE Dead TITLE RL
UNIT FEET POUND
MEMBER LOAD
2 4 TO 6 32 34 TO 36 UNI GY -150
8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30 UNI GY -300
UNIT MMS NEWTON
LOAD 7 LOADTYPE Wind TITLE W+X+
UNIT FEET POUND
MEMBER LOAD
1 31 UNI GX 65
2 5 32 35 UNI GY 180
4 6 34 36 UNI GY 102
3 33 UNI GX 88
7 13 19 25 UNI GX 61
8 11 14 17 20 23 26 29 UNI GY 236
10 12 16 18 22 24 28 30 UNI GY 151
9 15 21 27 UNI GX 129
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 8 LOADTYPE Wind TITLE W+X-
UNIT FEET POUND
MEMBER LOAD
1 31 UNI GX -88
2 5 32 35 UNI GY 102
4 6 34 36 UNI GY 180
3 33 UNI GX -65
7 13 19 25 UNI GX -129
8 11 14 17 20 23 26 29 UNI GY 151
10 12 16 18 22 24 28 30 UNI GY 236
9 15 21 27 UNI GX -61
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 9 LOADTYPE Wind TITLE W-X+
UNIT FEET POUND
MEMBER LOAD
1 31 UNI GX 114
2 5 32 35 UNI GY 131
4 6 34 36 UNI GY 53
3 33 UNI GX 39
7 13 19 25 UNI GX 159
8 11 14 17 20 23 26 29 UNI GY 138
10 12 16 18 22 24 28 30 UNI GY 53
9 15 21 27 UNI GX 32
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 10 LOADTYPE Wind TITLE W-X-
UNIT FEET POUND
MEMBER LOAD
1 31 UNI GX -39
2 5 32 35 UNI GY 53
4 6 34 36 UNI GY 131
3 33 UNI GX -114
7 13 19 25 UNI GX -32
8 11 14 17 20 23 26 29 UNI GY 53
10 12 16 18 22 24 28 30 UNI GY 138
9 15 21 27 UNI GX -159
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 11 LOADTYPE Wind TITLE W+Z+
UNIT FEET POUND
MEMBER LOAD
1 3 UNI GZ 35.53
76 77 80 UNI GZ 45
2 4 TO 6 UNI GY 118
8 10 TO 12 14 16 TO 18 UNI GY 236
20 22 TO 24 26 28 TO 30 UNI GY 149
32 34 TO 36 UNI GY 75
31 33 UNI GZ 50
78 79 81 UNI GZ 96
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 12 LOADTYPE Wind TITLE W+Z-
UNIT FEET POUND
MEMBER LOAD
1 3 UNI GZ -50
76 77 80 UNI GZ -96
2 4 TO 6 UNI GY 75
8 10 TO 12 14 16 TO 18 UNI GY 149
20 22 TO 24 26 28 TO 30 UNI GY 236
32 34 TO 36 UNI GY 118
78 79 81 UNI GZ -45
31 33 UNI GZ -35.53
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 13 LOADTYPE Wind TITLE W-Z+
UNIT FEET POUND
MEMBER LOAD
1 3 UNI GZ 65
76 77 80 UNI GZ 118
2 4 TO 6 UNI GY 69
8 10 TO 12 14 16 TO 18 UNI GY 138
20 22 TO 24 26 28 TO 30 UNI GY 52
32 34 TO 36 UNI GY 26
31 33 UNI GZ 21
78 79 81 UNI GZ 23
PERFORM CABLE ANALYSIS
UNIT MMS NEWTON
LOAD 14 LOADTYPE Wind TITLE W-Z-
UNIT FEET POUND
MEMBER LOAD
76 77 80 UNI GZ -23
1 3 UNI GZ -21
2 4 TO 6 UNI GY 26
8 10 TO 12 14 16 TO 18 UNI GY 52
20 22 TO 24 26 28 TO 30 UNI GY 138
32 34 TO 36 UNI GY 69
78 79 81 UNI GZ -118
31 33 UNI GZ -65
PERFORM CABLE ANALYSIS
LOAD COMB 15 DL+RL
5 1.0 6 1.0
LOAD COMB 16 DL+0.75RL
5 1.0 6 0.75
LOAD COMB 17 DL+0.71EX+
5 1.0 1 0.71
LOAD COMB 18 DL+0.71EX-
5 1.0 2 0.71
LOAD COMB 19 DL+0.71EZ+
5 1.0 3 0.71
LOAD COMB 20 DL+0.71EZ-
5 1.0 4 0.71
LOAD COMB 21 DL+W+X+
5 1.0 7 1.0
LOAD COMB 22 DL+W+X-
5 1.0 8 1.0
LOAD COMB 23 DL+W-X+
5 1.0 9 1.0
LOAD COMB 24 DL+W-X-
5 1.0 10 1.0
LOAD COMB 25 0.6DL+W+X+
5 0.6 7 1.0
LOAD COMB 26 0.6DL+W+X-
5 0.6 8 1.0
LOAD COMB 27 0.6DL+W-X+
5 0.6 9 1.0
LOAD COMB 28 0.6DL+W-X-
5 0.6 10 1.0
LOAD COMB 29 DL+W+Z+
5 1.0 11 1.0
LOAD COMB 30 DL+W+Z-
5 1.0 12 1.0
LOAD COMB 31 DL+W-Z+
5 1.0 13 1.0
LOAD COMB 32 DL+W-Z-
5 1.0 14 1.0
LOAD COMB 33 0.6DL+W+Z+
5 0.6 11 1.0
LOAD COMB 34 0.6DL+W+Z-
5 0.6 12 1.0
LOAD COMB 35 0.6DL+W-Z+
5 0.6 13 1.0
LOAD COMB 36 0.6DL+W-Z-
5 0.6 14 1.0
LOAD COMB 37 DL+EX+
5 1.0 1 1.0
LOAD COMB 38 DL+EX-
5 1.0 2 1.0
LOAD COMB 39 DL+EZ+
5 1.0 3 1.0
LOAD COMB 40 DL+EZ-
5 1.0 4 1.0
LOAD COMB 41 DL+0.75RL+0.75W+X+
5 1.0 6 0.75 7 0.75
LOAD COMB 42 DL+0.75RL+0.75W+X-
5 1.0 6 0.75 8 0.75
LOAD COMB 43 DL+0.75RL+0.75W-X+
5 1.0 6 0.75 9 0.75
LOAD COMB 44 DL+0.75RL+0.75W-X-
5 1.0 6 0.75 10 0.75
LOAD COMB 45 DL+0.75RL+0.75W+Z+
5 1.0 6 0.75 11 0.75
LOAD COMB 46 DL+0.75RL+0.75W+Z-
5 1.0 6 0.75 12 0.75
LOAD COMB 47 DL+0.75RL+0.75W-Z+
5 1.0 6 0.75 13 0.75
LOAD COMB 48 DL+0.75RL+0.75W-Z-
5 1.0 6 0.75 14 0.75
LOAD COMB 49 DL+0.75RL+0.5357EX+
5 1.0 6 0.75 1 0.5357
LOAD COMB 50 DL+0.75RL+0.5357EX-
5 1.0 6 0.75 2 0.5357
LOAD COMB 51 DL+0.75RL+0.5357EZ+
5 1.0 6 0.75 3 0.5357
LOAD COMB 52 DL+0.75RL+0.5357EZ-
5 1.0 6 0.75 4 0.5357
UNIT MMS NEWTON
PERFORM ANALYSIS
PARAMETER 1
CODE AISC
BEAM 1 MEMB 1 TO 36 76 TO 81
FU 413.684 MEMB 37 TO 75 82 TO 91
FYLD 248.21 MEMB 37 TO 75 82 TO 91
FU 448 MEMB 1 TO 36 76 TO 81
FYLD 345 MEMB 1 TO 36 76 TO 81
LZ 1200 MEMB 2 4 TO 6 8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30 32 34 -
35 TO 36
LY 1200 MEMB 1 3 7 9 13 15 19 21 25 27 31 33 76 TO 81
STP 2 MEMB 1 TO 36 76 TO 81
TAPER 1 MEMB 1 TO 36 76 TO 81
TRACK 2 ALL
UNB 1200 MEMB 2 4 TO 6 8 10 TO 12 14 16 TO 18 20 22 TO 24 26 28 TO 30 32 34 -
35 TO 36
UNT 1200 MEMB 1 TO 36 76 TO 81
CHECK CODE ALL
PARAMETER 2
CODE AISC
STEEL MEMBER TAKE OFF ALL
PARAMETER 3
CODE AISC
STEEL TAKE OFF ALL
PERFORM ANALYSIS
FINISH

RE: Error during cable analysis

Modestas — Thu, 25 Aug 2016 12:10:55 GMT

Please attach the mentioned STAAD.Pro model for the investigation.