Ulvi Rahmanli's Activities

AISC 360-16 Torsion Check. Torsional Moments NaN

Ulvi Rahmanli — Fri, 07 Jun 2019 11:34:53 GMT

Please explain why I get NaN in the torsional moments box when I try to check for AISC 360-16?? I can provide the model if required through a secure link.

|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|                    NaN   773.5         Inf     Cl.H3.1     2100      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    = 0.14100E+06 kN/m2      Cl.H3.1(a)     |
|  Nom. Strength             : Tn     =  1291.7     kN-m       Eq.H3-1        |
|-----------------------------------------------------------------------------|
| NORMAL STRESS RATIO                                                         |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.234      DG9:Eq: 4.17     2100        0.00     |
|-----------------------------------------------------------------------------|
| SHEAR STRESS RATIO                                                          |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.148      DG9:Eq: 4.18     2100        0.00     |
|-----------------------------------------------------------------------------|
| COMB. BUCK. RATIO                                                           |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.176      DG9:Eq: 4.21(b)  2100        0.00     |
|-----------------------------------------------------------------------------|

     STAAD SPACE                                              -- PAGE NO.  475|-----------------------------------------------------------------------------|
|                         CHECKS FOR TORSION                                  |
|-----------------------------------------------------------------------------|
| TORSION CAPACITY                                                            |
|              DEMAND      CAPACITY    RATIO     REFERENCE     L/C    LOC     |
|                    NaN   773.5         Inf     Cl.H3.1     2100      0.00   |
|                                                                             |
| Intermediate Results :                                                      |
|  Crit. Stress. Fcr         : Fcr    = 0.14100E+06 kN/m2      Cl.H3.1(a)     |
|  Nom. Strength             : Tn     =  1291.7     kN-m       Eq.H3-1        |
|-----------------------------------------------------------------------------|
| NORMAL STRESS RATIO                                                         |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.234      DG9:Eq: 4.17     2100        0.00     |
|-----------------------------------------------------------------------------|
| SHEAR STRESS RATIO                                                          |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.148      DG9:Eq: 4.18     2100        0.00     |
|-----------------------------------------------------------------------------|
| COMB. BUCK. RATIO                                                           |
|                            RATIO      CRITERIA           L/C      LOC       |
|                            0.176      DG9:Eq: 4.21(b)  2100        0.00     |
|-----------------------------------------------------------------------------|

     STAAD SPACE                                              -- PAGE NO.  475

WARNING: For member# YYY the profile has been selected from HSS Rect/Round (non A1085)/Pipe tables of AISC database.

Ulvi Rahmanli — Mon, 20 May 2019 09:22:31 GMT

1. Please explain below warning:

WARNING: For member#    306 the profile has been selected from HSS Rect/Round (non A1085)/Pipe
            tables of AISC database. Weld type is considered to be Elect-resist-weld.
            Thickness is already reduced from the table. Further reductions will not be done.

2. We have considered serviceability and strength checks based on AISC 2010 ASD in two separate envelopes. Parameter 1 and Parameter 2 are created for separate strength and serviceability checks accordingly. While output file shows UR for each parameter (1 & 2), in the graphics window we see that the UR for the last parameter defined (in our case being serviceability) overrides the result from previously defined parameter. This is not useful, as in some instances a higher strength UR is overridden by a lower serviceability UR. Please advise on how we can get graphics window showing both results separately.

Thanks

AISC 9th Manual, Adjustment to the compression capacity due to local slenderness of compressed element

Ulvi Rahmanli — Sat, 09 Feb 2019 10:33:41 GMT

Does Staad check local slenderness and adjust compression capacity of sections as per AISC 9th Edition Appendix B5 in case of slender flange/web?

If yes, please descibe the procedure.

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Sat, 29 Dec 2018 07:11:43 GMT

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Double Web I Beam (Double I Beam) code check

Ulvi Rahmanli — Fri, 28 Dec 2018 20:00:40 GMT

Which built-in codes in Staad can check Double Web I beam (Double I beam)?

Deflection Check in tabular shape in Staad output file

Ulvi Rahmanli — Thu, 25 Oct 2018 10:28:42 GMT

Is it possible to have the deflection check results in a tabular shape in Staad output file? I am using AISC ASD which shows deflection check details together with all other code check details in a unified steel design table which I want to avoid.

I tried to define a separate envelope and parameter for deflection check but when I used track 2 it gave me the same unified steel design table.

Offset floor beams and floor loads

Ulvi Rahmanli — Tue, 09 Oct 2018 12:31:39 GMT

When applying floor load to a planar structure does Staad take into account member offsets? Say one of my foor beams is offset 100mm down and in reality will not take floor loads. Does floor load command recognise the offset assigned to the beam in this case?

Ask A Question I

Fri, 14 Sep 2018 02:01:50 GMT

Ask a question in a forum.

Stiffness of Frame

Ulvi Rahmanli — Fri, 14 Sep 2018 13:24:44 GMT

Hi,

Say, I would like to work out stiffness of a simple portal frame at a given point. Is it possible with staad apart from applying the force and measuring displacement and using the obvious relationsip among them?

Thanks,

Ulvi