Hello Johana,
I reviewed your model and found some warnings and errors because of the following:
1. Material type was not assigned to each of the member property.
2. Loading type was not correct as per your load cases.
I corrected both of them that has successfully solved your warning. I also deleted the load combinations assuming you used auto load combination before so as per your error information in loading type it may come up with wrong combinations. Now as I have corrected it you may create a load combination manually or use auto load combination for correct combinations.
I have attached your model below please have a look at it.
(Please visit the site to view this file)
Im new to STAAD and I could not figure out why STAAD gives ***WARNING - Instability at Joints. For some reason staad gives me 0 Errors, 54 Warnings, 55 Notes.
Can anyone please help?
Thank you very much :)
and here is my output file:
STAAD SPACE DXF IMPORT OF CAD.DXF
START JOB INFORMATION
ENGINEER DATE 21-Feb-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 7 -3; 2 4 7 -3; 3 0 7 -7; 4 4 7 -7; 5 0 7 -10; 6 4 7 -10; 7 4 7 0; 8 8 7 0;
9 12 7 0; 10 8 7 -3; 11 12 7 -3; 12 16 7 -3; 13 8 7 -7; 14 12 7 -7; 15 16 7 -7;
16 8 7 -10; 17 12 7 -10; 18 16 7 -10; 19 0 4 0; 20 4 4 0; 21 0 4 -3; 22 4 4 -3;
23 0 4 -7; 24 4 4 -7; 25 0 4 -10; 26 4 4 -10; 27 8 4 0; 28 12 4 0; 29 16 4 0;
30 8 4 -3; 31 12 4 -3; 32 16 4 -3; 33 8 4 -7; 34 12 4 -7; 35 16 4 -7;
36 8 4 -10; 37 12 4 -10; 38 16 4 -10; 39 0 0 0; 40 4 0 0; 41 8 0 0; 42 12 0 0;
43 16 0 0; 44 0 0 -3; 45 4 0 -3; 46 8 0 -3; 47 12 0 -3; 48 16 0 -3; 49 0 0 -7;
50 4 0 -7; 51 8 0 -7; 52 12 0 -7; 53 16 0 -7; 54 0 0 -10; 55 4 0 -10;
56 8 0 -10; 57 12 0 -10; 58 16 0 -10; 59 16.0398 4 -3; 60 16.0398 7 -3;
61 16.0398 4 -7; 62 16.0398 7 -7; 63 16.0398 4 -10; 64 16.0398 7 -10;
MEMBER INCIDENCES
1 1 2; 2 3 4; 3 5 6; 4 7 8; 5 8 9; 6 2 10; 7 10 11; 8 11 12; 9 4 13; 10 13 14;
11 14 15; 12 6 16; 13 16 17; 14 17 18; 15 7 2; 16 1 3; 17 2 4; 18 3 5; 19 4 6;
20 8 10; 21 10 13; 22 13 16; 23 9 11; 24 11 14; 25 14 17; 26 12 15; 27 15 18;
28 19 20; 29 21 22; 30 23 24; 31 25 26; 32 20 27; 33 27 28; 34 28 29; 35 22 30;
36 30 31; 37 31 32; 38 24 33; 39 33 34; 40 34 35; 41 26 36; 42 36 37; 43 37 38;
44 19 21; 45 20 22; 46 21 23; 47 22 24; 48 23 25; 49 24 26; 50 27 30; 51 30 33;
52 33 36; 53 28 31; 54 31 34; 55 34 37; 56 29 32; 57 32 35; 58 35 38; 59 39 19;
60 40 20; 61 41 27; 62 42 28; 63 43 29; 64 44 21; 65 45 22; 66 46 30; 67 47 31;
68 48 32; 69 49 23; 70 50 24; 71 51 33; 72 52 34; 73 53 35; 74 54 25; 75 55 26;
76 56 36; 77 57 37; 78 58 38; 79 20 7; 80 27 8; 81 28 9; 82 21 1; 83 22 2;
84 30 10; 85 31 11; 86 59 60; 87 23 3; 88 24 4; 89 33 13; 90 34 14; 91 61 62;
92 25 5; 93 26 6; 94 36 16; 95 37 17; 96 63 64;
START GROUP DEFINITION
FLOOR
_2F1 28 TO 30 32 35 38 41 44 TO 47 49 TO 52
_2F2 33 34 36 37 39 40 42 43 50 TO 58
_ROOF 1 TO 27
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 58 PRIS YD 0.5 ZD 0.3
59 TO 96 PRIS YD 0.3 ZD 0.3
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
39 TO 58 PINNED
SLAVE ZX MASTER 33 JOINT 19 TO 32 34 TO 38
SLAVE ZX MASTER 13 JOINT 1 TO 6 11 12 14 TO 18
DEFINE UBC LOAD
ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 5 NA 1 NV 1
SELFWEIGHT 1
MEMBER WEIGHT
28 31 TO 34 41 TO 44 46 48 56 TO 58 UNI 13
38 TO 40 47 49 51 UNI 9.9
FLOOR WEIGHT
_2F1 FLOAD 5
_2F2 FLOAD 5
_ROOF FLOAD 3
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 DL
SELFWEIGHT Y -1
MEMBER LOAD
28 31 TO 34 41 TO 44 46 48 56 TO 58 UNI GY -13
38 TO 40 47 49 51 UNI GY -9.9
FLOOR LOAD
_2F1 FLOAD -5 GY
_2F2 FLOAD -5 GY
_ROOF FLOAD -3 GY
LOAD 4 LOADTYPE Live TITLE LL
FLOOR LOAD
_2F1 FLOAD -2.4 GY
_2F2 FLOAD -4.8 GY
LOAD COMB 5 1.2DL + 1.6LL
3 1.2 4 1.6
LOAD COMB 6 1.2DL + 1.0LL + 1EQX+
3 1.2 4 1.0 1 1.0
LOAD COMB 7 1.2DL + 1.0LL + 1EQX-
3 1.2 4 1.0 1 -1.0
LOAD COMB 8 1.2DL + 1.0LL + 1EQZ+
3 1.2 4 1.0 1 1.0
LOAD COMB 9 1.2DL + 1.0LL + 1EQZ-
3 1.2 4 1.0 1 -1.0
PERFORM ANALYSIS
FINISH
Hoping for a response :)
Hi Erx,
I have reviewed you model and found missing WEIGHTS in Seismic definition hence this error is displayed and the run is terminated as the program is unable to calculate for the seismic load. I have attached a picture showing the steps you need to follow to solve your problem.
(Please visit the site to view this file)Hi,
Syntax errors were noticed in the input data as follows:
1. Material Properties were defined but not assigned.
2. In UBC definition, user must define member / floor/ joint loads as weight
3. UBC load case must be the first load case.
The input file was modified and attached.
Regards,
BM
STAAD SPACE DXF IMPORT OF KII2.DXF
START JOB INFORMATION
ENGINEER DATE 20-Feb-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 4 0; 2 4 4 0; 3 8 4 0; 4 12 4 0; 5 16 4 0; 6 16 4 -3; 7 16 4 -7;
8 16 4 -10; 9 0 4 -3; 10 4 4 -3; 11 8 4 -3; 12 12 4 -3; 13 0 4 -7; 14 4 4 -7;
15 8 4 -7; 16 12 4 -7; 17 0 4 -10; 18 4 4 -10; 19 8 4 -10; 20 12 4 -10;
21 0 0 0; 22 4 0 0; 23 8 0 0; 24 12 0 0; 25 16 0 0; 26 0 0 -3; 27 4 0 -3;
28 8 0 -3; 29 12 0 -3; 30 16 0 -3; 31 0 0 -7; 32 4 0 -7; 33 8 0 -7; 34 12 0 -7;
35 16 0 -7; 36 0 0 -10; 37 4 0 -10; 38 8 0 -10; 39 12 0 -10; 40 16 0 -10;
41 4 8 0; 42 8 8 0; 43 12 8 0; 44 16 8 -3; 45 16 8 -7; 46 16 8 -10; 47 0 8 -3;
48 4 8 -3; 49 8 8 -3; 50 12 8 -3; 51 0 8 -7; 52 4 8 -7; 53 8 8 -7; 54 12 8 -7;
55 0 8 -10; 56 4 8 -10; 57 8 8 -10; 58 12 8 -10;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 9 10; 9 10 11; 10 11 12;
11 12 6; 12 13 14; 13 14 15; 14 15 16; 15 16 7; 16 17 18; 17 18 19; 18 19 20;
19 20 8; 20 4 12; 21 12 16; 22 16 20; 23 3 11; 24 11 15; 25 15 19; 26 2 10;
27 10 14; 28 14 18; 29 1 9; 30 9 13; 31 13 17; 32 21 1; 33 22 2; 34 23 3;
35 24 4; 36 25 5; 37 26 9; 38 27 10; 39 28 11; 40 29 12; 41 30 6; 42 31 13;
43 32 14; 44 33 15; 45 34 16; 46 35 7; 47 36 17; 48 37 18; 49 38 19; 50 39 20;
51 40 8; 52 41 42; 53 42 43; 54 44 45; 55 45 46; 56 47 48; 57 48 49; 58 49 50;
59 50 44; 60 51 52; 61 52 53; 62 53 54; 63 54 45; 64 55 56; 65 56 57; 66 57 58;
67 58 46; 68 43 50; 69 50 54; 70 54 58; 71 42 49; 72 49 53; 73 53 57; 74 41 48;
75 48 52; 76 52 56; 77 47 51; 78 51 55; 79 2 41; 80 3 42; 81 4 43; 82 9 47;
83 10 48; 84 11 49; 85 12 50; 86 6 44; 87 13 51; 88 14 52; 89 15 53; 90 16 54;
91 7 45; 92 17 55; 93 18 56; 94 19 57; 95 20 58; 96 8 46;
START GROUP DEFINITION
FLOOR
_2F2 1 2 8 9 12 13 17 23 TO 30
_2F3 3 TO 7 10 11 14 15 18 TO 25
_ROOF 52 TO 78
JOINT
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 31 52 TO 78 PRIS YD 0.5 ZD 0.3
32 TO 51 79 TO 96 PRIS YD 0.3 ZD 0.3
SUPPORTS
21 TO 40 PINNED
SLAVE ZX MASTER 15 JOINT 1 TO 14 16 TO 20
SLAVE ZX MASTER 53 JOINT 44 TO 48 50 TO 52 54 TO 58
DEFINE UBC LOAD
ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 5 NA 1 NV 1
SELFWEIGHT 1
MEMBER LOAD
1 TO 7 16 TO 19 29 TO 31 UNI GY -13
FLOOR LOAD
_2F2 FLOAD 5
_2F3 FLOAD 5
_ROOF FLOAD 3
MEMBER LOAD
13 TO 15 24 27 28 UNI GY -9.9
LOAD 4 LOADTYPE Seismic TITLE LL
FLOOR LOAD
_2F2 FLOAD -2.4 GY
_2F3 FLOAD -4.8 GY
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 Seismic TITLE DL
SELFWEIGHT Y -1
MEMBER LOAD
1 TO 7 16 TO 19 29 TO 31 UNI GY -13
FLOOR LOAD
_2F2 FLOAD -5 GY
_2F3 FLOAD -5 GY
_ROOF FLOAD -3 GY
MEMBER LOAD
13 TO 15 24 27 28 UNI GY -9.9
LOAD 4 LOADTYPE Seismic TITLE LL
FLOOR LOAD
_2F2 FLOAD -2.4 GY
_2F3 FLOAD -4.8 GY
LOAD COMB 5 1.2DL+1.6LL
3 1.2 4 1.6
LOAD COMB 6 1.2DL + 1.0LL + 1EQX+
3 1.2 4 1.0 1 1.0
LOAD COMB 7 1.2DL + 1.0LL + 1EQX-
3 1.2 4 1.0 1 1 -1.0
LOAD COMB 8 1.2DL + 1.0LL + 1EQZ+
3 1.2 4 1.0 1 1.0
LOAD COMB 9 1.2DL + 1.0LL + 1EQZ-
3 1.2 4 1.0 1 -1.0
PERFORM ANALYSIS
FINISH
we face a strange problem in our office. We have a specific model in STAADPro V.8.i. When i run the analysis in my computer i have no errors. The exact same model in another computer with the same version of STAAD cannot be runned because the following message appears...
ERROR- ZERO ON DIAGONAL IN JACOBI ITERATION
ERROR A PROBLEM HAS BEEN ENCOUNTERED WHILE SOLVING FOR MODES (J3)
ERRORS IN SOLVER
Why is that???
Hello Everyone,
I have a beam defined with multiple intermediate nodes. Let say a beam which is 20 m long, is defined as 4 segments of 5 m each.
Please tell me how do we view deflection value for the 20 m span, instead of the individual 5 m spans?
Thank you.
Hi, I recently just started using staad and this error message " NO LOADING DEFINED FOR UBC LOAD. RUN TERMINATED." is shown. Can you suggest some solutions?
Thank you! :)
This is the output file.
STAAD SPACE DXF IMPORT OF ERXNEWEST.DXF
START JOB INFORMATION
ENGINEER DATE 21-Feb-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 4 0; 2 4 4 0; 3 8 4 0; 4 12 4 0; 5 16 4 0; 6 0 4 -3; 7 4 4 -3; 8 8 4 -3;
9 12 4 -3; 10 16 4 -3; 11 0 4 -7; 12 4 4 -7; 13 8 4 -7; 14 12 4 -7; 15 16 4 -7;
16 0 4 -10; 17 4 4 -10; 18 8 4 -10; 19 12 4 -10; 20 16 4 -10; 21 4 7 0;
22 8 7 0; 23 12 7 0; 24 4 7 -3; 25 8 7 -3; 26 12 7 -3; 27 0 7 -3; 28 16 7 -3;
29 0 7 -7; 30 4 7 -7; 31 8 7 -7; 32 12 7 -7; 33 16 7 -7; 34 0 7 -10;
35 4 7 -10; 36 8 7 -10; 37 12 7 -10; 38 16 7 -10; 39 0 0 -10; 40 0 0 -7;
41 0 0 -3; 42 0 0 0; 43 4 0 -10; 44 4 0 -7; 45 4 0 -3; 46 4 0 0; 47 8 0 -10;
48 8 0 -7; 49 8 0 -3; 50 8 0 0; 51 12 0 0; 52 12 0 -3; 53 12 0 -7; 54 12 0 -10;
55 16 0 0; 56 16 0 -3; 57 16 0 -7; 58 16 0 -10;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 1 6; 6 2 7; 7 3 8; 8 4 9; 9 5 10; 10 6 7; 11 7 8;
12 8 9; 13 9 10; 14 6 11; 15 7 12; 16 8 13; 17 9 14; 18 10 15; 19 11 12;
20 12 13; 21 13 14; 22 14 15; 23 11 16; 24 12 17; 25 13 18; 26 14 19; 27 15 20;
28 16 17; 29 17 18; 30 18 19; 31 19 20; 32 21 22; 33 22 23; 34 21 24; 35 22 25;
36 23 26; 37 27 24; 38 24 25; 39 25 26; 40 26 28; 41 27 29; 42 24 30; 43 25 31;
44 26 32; 45 28 33; 46 29 30; 47 30 31; 48 31 32; 49 32 33; 50 29 34; 51 30 35;
52 31 36; 53 32 37; 54 33 38; 55 34 35; 56 35 36; 57 36 37; 58 37 38; 59 16 39;
60 34 16; 61 11 40; 62 6 41; 63 1 42; 64 43 17; 65 44 12; 66 45 7; 67 2 46;
68 47 18; 69 48 13; 70 49 8; 71 50 3; 72 51 4; 73 52 9; 74 53 14; 75 54 19;
76 55 5; 77 56 10; 78 15 57; 79 20 58; 80 29 11; 81 6 27; 82 17 35; 83 12 30;
84 7 24; 85 2 21; 86 18 36; 87 13 31; 88 8 25; 89 3 22; 90 19 37; 91 14 32;
92 9 26; 93 4 23; 94 20 38; 95 15 33; 96 10 28;
START GROUP DEFINITION
FLOOR
_2F1 1 2 5 TO 7 10 11 14 TO 16 19 20 24 25 29
_2F2 3 4 7 TO 9 12 13 16 TO 18 21 22 25 TO 27 30 31
_ROOF 32 TO 34 36 37 40 TO 42 44 TO 58
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 58 PRIS YD 0.5 ZD 0.3
59 TO 96 PRIS YD 0.3 ZD 0.3
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
39 TO 58 PINNED
SLAVE ZX MASTER 13 JOINT 1 TO 12 14 TO 20
SLAVE ZX MASTER 31 JOINT 24 26 TO 30 32 TO 38
DEFINE UBC LOAD
ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 5 NA 1 NV 1
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 DL
SELFWEIGHT Y -1
FLOOR LOAD
_2F1 FLOAD -5 GY
_2F2 FLOAD -5 GY
_ROOF FLOAD -3 GY
MEMBER LOAD
1 TO 31 UNI GY -13
15 16 20 TO 22 24 UNI GY -9.9
LOAD 4 LOADTYPE Live TITLE LL
FLOOR LOAD
_2F1 FLOAD -2.4 GY
_2F2 FLOAD -4.8 GY
LOAD COMB 5 1.2DL + 1.6LL
3 1.2 4 1.6
LOAD COMB 6 1.2DL + 1.0LL + 1EQX+
3 1.2 4 1.0 1 1.0
LOAD COMB 7 1.2DL + 1.0LL + 1EQX-
3 1.2 4 1.0 1 -1.0
LOAD COMB 8 1.2DL + 1.0LL + 1EQZ+
3 1.2 4 1.0 1 1.0
LOAD COMB 9 1.2DL + 1.0LL + 1EQZ-
3 1.2 4 1.0 1 -1.0
SELFWEIGHT 1
FLOOR LOAD
_2F1 FLOAD 5
_2F2 FLOAD 5
_ROOF FLOAD 3
MEMBER LOAD
1 TO 31 UNI GY -13
15 16 20 TO 22 24 UNI GY -9.9
LOAD 1 LOADTYPE DEAD TITLE DL
FLOOR LOAD
_2F1 FLOAD -2.4 GY
_2F2 FLOAD -4.8 GY
PERFORM ANALYSIS
FINISH
hi friends,
any body please inform the avalibality of philipphine design code check in stadd pro
