Hi, I'm relatively new to STAAD and I've never performed a dynamic analysis of a structure before. I'm trying to put together a model of a highly irregular structure and perform a modal analysis. I've got the bones of the structure up and tried to run a modal analysis using the self-weight only to make sure I didn't do anything wrong. The model is running however I can't get the modal participation up to 90% in the X and Z directions. I've used 100 modes but was only able to get up to 80%. I'm sure there's something I'm doing wrong but can't figure it out. Any advice?
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STAAD Modal Analysis
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Profil Wide Flange cannot realize the ratio value ?
Hello Everyone , may i ask something ? im a beginer using this software, today i designs a panel bridge which is transoms using Wide Flange Profil i have a problem that i cannot realize ratio value, otherwise if i change that material using UNP that ratio value is show on that output analysis. please help me and give me a hint or clue . thanks
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Profil Wide Flange cannot realize the ratio value ?
Hello Everyone , may i ask something ? im a beginer using this software, today i designs a panel bridge which is transoms using Wide Flange Profil i have a problem that i cannot realize ratio value, otherwise if i change that material using UNP that ratio value is show on that output analysis. please help me and give me a hint or clue . thanks
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Error, in Density not provided selfweight ignored. I have encountered this error several times, please let me know what went wrong?
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 14-May-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 25.4001 0 0; 4 0.549349 0.860568 0; 5 1.15691 1.68107 0;
6 1.81978 2.45758 0; 7 2.53478 3.18638 0; 8 3.29847 3.86397 0;
9 4.10722 4.4871 0; 10 4.95713 5.0528 0; 11 5.84413 5.55835 0;
12 6.76399 6.00133 0; 13 7.71228 6.37962 0; 14 8.68447 6.6914 0;
15 9.6759 6.93518 0; 16 10.6818 7.10979 0; 17 11.6974 7.2144 0;
18 12.7178 7.2485 0; 19 13.7381 7.21194 0; 20 14.7534 7.10488 0;
21 15.7589 6.92785 0; 22 16.7498 6.68168 0; 23 17.7212 6.36755 0;
24 18.6686 5.98698 0; 25 19.5874 5.54179 0; 26 20.4732 5.0341 0;
27 21.3217 4.46636 0; 28 22.1289 3.84128 0; 29 22.891 3.16185 0;
30 23.6042 2.43133 0; 31 24.2652 1.65323 0; 32 24.8708 0.83126 0;
MEMBER INCIDENCES
1 1 4; 2 4 5; 3 5 6; 4 6 7; 5 7 8; 6 8 9; 7 9 10; 8 10 11; 9 11 12; 10 12 13;
11 13 14; 12 14 15; 13 15 16; 14 16 17; 15 17 18; 16 18 19; 17 19 20; 18 20 21;
19 21 22; 20 22 23; 21 23 24; 22 24 25; 23 25 26; 24 26 27; 25 27 28; 26 28 29;
27 29 30; 28 30 31; 29 31 32; 30 32 2;
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17184e+07
POISSON 0.17
DENSITY 23.5615
ALPHA 5.5e-06
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27578.9
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 30 PRIS YD 1 ZD 0.5
SUPPORTS
1 2 PINNED
LOAD 1 LOADTYPE Dead TITLE DEAD LOAD BEAM
SELFWEIGHT Y -1 LIST ALL
LOAD 2 LOADTYPE Soil TITLE HORIZONTAL
JOINT LOAD
1 FX 21.0941
4 FX 36.8851
5 FX 31.1479
6 FX 25.8849
7 FX 21.138
8 FX 16.9435
9 FX 13.2813
10 FX 10.1661
11 FX 7.57386
12 FX 5.48569
13 FX 3.83014
14 FX 2.56648
15 FX 1.63394
16 FX 0.94381
17 FX 0.423795
18 FX -0.00594
19 FX -0.440424
20 FX -0.964941
21 FX -1.65959
22 FX -2.60623
23 FX -3.88267
24 FX -5.54918
25 FX -7.66192
26 FX -10.271
27 FX -13.4004
28 FX -17.0678
29 FX -21.3028
30 FX -26.0702
31 FX -31.3394
32 FX -36.4131
2 FX -20.3591
LOAD 3 LOADTYPE Soil TITLE DEAD LOAD SOIL
JOINT LOAD
1 FY -45.287
4 FY -85.4792
5 FY -83.4666
6 FY -79.8
7 FY -74.867
8 FY -68.9761
9 FY -62.395
10 FY -55.5145
11 FY -48.6083
12 FY -39.727
13 FY -34.0158
14 FY -30.5639
15 FY -26.2206
16 FY -23.0306
17 FY -21.0522
18 FY -20.4
19 FY -21.1029
20 FY -23.1088
21 FY -26.3672
22 FY -30.7445
23 FY -36.0776
24 FY -42.2089
25 FY -48.8614
26 FY -55.7629
27 FY -62.6299
28 FY -69.1458
29 FY -75.0333
30 FY -79.9256
31 FY -83.5587
32 FY -84.183
2 FY -43.6372
LOAD COMB 4 SLS
1 1.0 2 1.0 3 1.0
LOAD COMB 5 ULS
1 1.5 2 1.5 3 1.5
PERFORM ANALYSIS PRINT ALL
FINISH
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Restriction to number of joints?
I modelled a structure where I have large number of nodes. After analysis, it shows me a warning *** TOTAL NO. OF JOINTS IS GREATER THAN 999 NO OUTPUT FOR APPLIED JOINT EQUIVALENT LOADS ***
What does it mean? Would loads be missed in analysis? Please clarify this.
Thank You.
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Error, Steel Table Property is not Found in Table
I recently had to reinstall STAAD version 20.07.11.70. When I try to open any STAAD models, STAAD gives me the error "Error, Steel Table Property is not Found in Table. Check Syntax." It returns this error for every line of the member properties section. Even prismatic members return this error, though user table members work correctly. I have tried re-arranging syntax every way I can think of and cannot get STAAD to read any member properties. I am using models that ran with no issues previously, and the issue appears to occur with files created both on this version of STAAD, and newer/older versions as well.
Example of syntax from one file:
MEMBER PROPERTY AMERICAN
1002 TO 1008 1072 1073 1076 1077 1084 1085 1092 1093 1100 1101 1104 1105 1169 -
1170 TO 1180 TABLE ST W8X24
1014 TO 1016 1033 TO 1035 1049 TO 1051 1065 TO 1067 1111 TO 1113 1130 TO 1132 -
1146 TO 1148 1162 TO 1164 1186 TABLE ST W8X31
Any ideas?
Thanks!
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How to convert floor loads to point loads or element distributed loads?
is there any way to convert floor loads to point loads or element distributed loads? or even see the equivalent element distributed loads of floor loads?
Thanks
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Uplift on mat with piles
Hi,
I'm designing a mat foundation for hydrostatic uplift (~950 psf of uplift). In order to account for the uplift, we're adding minipiles. We have a subgrade modulus of 100 pci, and are modeling the piles as point springs with vertical stiffness of 400 kip/in. We've added a new hydrostatic load case, and included it in the default load combinations similar to dead loads. When we run the analysis and check minimum bearing pressures for the hydrostatic load case, there are large negative values across the field of the mat, and turning on the spring reactions seem to indicate that the springs are only taking ~25 kips of load. If we then remove the area spring subgrade modulus and repeat the exercise with the springs alone, they take closer to 450 kips of load. Given that the area spring is compression only, I feel that the model without the area spring represents a more accurate behavior of the mat (i.e. the minipiles take all the tension), but it makes me concerned about how the area spring and point springs interact when modeled together (why doesn't a zero tension area spring distribute the loads to tension point springs, but no area spring does distribute the tension to point springs). Can you explain what might be going on that I might be missing? Is it a matter of zero tension iterations (we're already running 20)?
Thanks
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Column and Shear Wall Force Interaction
I am modeling a lateral shear wall with lateral columns attached to both sides. When looking at the member forces, do forces in the shear wall include the influence of the columns on either side. Or do the member forces act separately. For overturning, the one column is in compression while the other is in tension, does the shear wall member forces account for this? I don't want to mistake forces in the columns and shear wall to make sure there is not uplift. I saw the forum post about the pilaster and the distribution of axial forces, but didn't include anything with moment and interaction between the two.
Thanks
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RAM DA horizontal and vertical brace weights
How may I access the weights of braces in VBA for a material takeoff macro? I am trying to use IGravityLoads1.GetMemberSelfWeight, which works for my beams and columns, but isn't working for braces. Thanks
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Ram connection gravity columns
I am designing base plates in connection using ram SS. I am not getting any load combinations transferred for my gravity columns
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Zero Thickness of Combined Footing in STAAD Foundation Advanced
Hello,
I am trying to design a combined footing for a concrete column and shear wall that act on the same footing.
The size of the footing is 6 ft x 15.5 ft x 2.5 ft.
The concrete column is 16 in. by 16 in. and the shear wall is 48 in. by 16 in. They are spaced 10'-08" on center from each other.
The column only has axial reactions and the shear wall has axial, shear and moment due to dead, live, roof live, and wind loading. Service load combinations were used (ASD combinations from ASCE 7-10).
I set up the job as combined footing ACI 318011 and listed my supports as a strip footing.
When I analyze the design it gives me a width and length for the footing but never a thickness (depth of footing) or any of the reinforcement needed. I have tried a combination of parameters as well as the "calculate dimensions" and "set dimensions" option.
I am at a loss of why the program is not outputting a thickness or reinforcement for the footing when it calculates the results.
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STAAD Rigid Diaphragm
I'm putting together a model of a 2-story concrete shear wall structure with a concrete floor/diaphragm. Because of irregularities in the structure I think the diaphragm is semi-rigid as opposed to completely rigid and I'm planning to model it using plate elements instead of the rigid diaphragm tool in STAAD. Will the model account for torsion (inherent and accidental) if I model the diaphragm as plates and not define a rigid diaphragm?
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DIFFERENCE OF DIRECT ANALYSIS BETWEEN AISC 360-2005 vs AISC 360-2016
Is there any difference of direct analysis between AISC 360-2005 vs AISC360-2016?
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slenderness ratio
please tell me that there is a option in staad pro concrete design to put slenderness ratio =1 always. i want to know the significance of this and please tell me the reason why we put this equal to 1.
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How can i export the sketch from STAAD Pro to abaqus CAE
I need to transfer a staad diagram to abaqus and i don't know how to do it. Kindly help me out
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story drift not calculating for response spectrum load case
Dear Sir,
Whenever try to find story drift for spectrum load case it gives warning as" NOTE: STORY DRIFT WILL NOT BE CALCULATED CORRESPONDING TO RESPONSE SPECTRUM LOAD CASES.
RESPONSE SPECTRUM COMPUTES JOINT DISPLACEMENTS THAT REPRESENTS MAXIMUM MAGNITUDE
OF THE RESPONSE QUANTITY THAT IS LIKELY TO OCCUR DURING SEISMIC LOADING. ANY
RESPONSE QUANTITY LIKE STORY DRIFT, TORSIONAL IRREGULARITY,ETC SHOULD BE
CALCULATED FROM ACTUAL DISPLACEMENTS OF EACH MODE CONSIDERED DURING ANALYSIS.
THE RESPONSE QUANTITY FROM EACH MODE SHOULD BE COMBINED USING MODAL COMBINATION
TO GET THE MAXIMUM MAGNITUDE OF THAT RESPONSE QUANTITY."
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I have modeled the a precast chamber using quad plates with walls. I have noticed there is local shear SQx and SQy in small areas which going back to first principle it doesnt make any sense! Could anyone help me with this please?
This a shear force around the opening. Please advise if this is due to the aspect ratio of the plates not maintained or something else.
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Model Integrity check
Hi,
When I run the "Model Integrity Check" in Physical Modeller, there is an error message on Message Log: "object reference not set to an instance of an object".
Can anyone explain to me what the problem means?
Thank you,
Nathan
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Pattern loading in RAM Concept
Hi, I've added pattern loading to an existing model in RAM Concept, the slab has some heavy live loads (24 kN/m2) on around a quarter of the area, down to 2 kN/m2 in light regions. When running the analysis, the heavily loaded areas require almost no extra reinforcement (compared to standard analysis without patterns), however the lightly loaded areas have been saturated with reinforcement (when ran with patterns). The moments are very high in these regions too (up to 600 kNm, about 60 before). Have there been other similar incidences?
As a note I'm working to EC2, I did find however that an American code suggests using pattern loading where the live load is greater than 75% of the dead load - (the lightly loaded areas are around: LL 20-40% of DL, whereas the heavy areas have LL at 200% DL).
Any advice greatly received.
Jc
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