***NOTE: IT IS RECOMMENDED TO DEFINE FLOOR LEVELS USING "FLOOR HEIGHT" INPUT.
CANT UNDERSTAND WHY IT IS APPEARING?
***NOTE: IT IS RECOMMENDED TO DEFINE FLOOR LEVELS USING "FLOOR HEIGHT" INPUT.
CANT UNDERSTAND WHY IT IS APPEARING?
I am modeling a 2 story building with rigid diaphragms at the roof and second level. The building is comprised of just moment frames, but I'm getting load distribution to the moment frames in their weak axis. I am also getting relatively low building frequencies in both directions, despite having a drift < 1". The building has pretty large columns and beams already, so I'm not sure what's causing the weak axis frames to participate in resisting wind load in a way they're not intended.
is there any plan to upgrade STAADPro with designed steel qty with members in graphic mode?
When Column designs are not performed due to limiting % of reinforcement or when proper bar arrangement is possible, then governing Load cases are not shown.
displaying governing Load Cases in these situation are very helpful, time saving in deciding a cross check and further revision of model.
What is the latest Version of STAAD Advanced Foundation that is available for download?
I understand that the V8i Upgrade to STAAD FDN stopped with Version 7.2. However, I understand that the Connect Version has more recent versions that can be used by SELECT licensed User's of STAAD Foundation.
Verion 7.0 still had bugs in it. I had heard there was a Connect Version 9.0 available.
Sincerely,
JIm Hays
Hello,
I want to make sure I understand how RAM SS is analyzing my brace frame model with the eccentric lateral load. I understand that RAM automatically calculates the inherent torsion from the calculated center of mass and center of rigidity. However, for the accidental torsion do I input the 5% [per ASCE 7-10 Section 12.8.4.2] into Loads > Masses > % Eccentricity? RAM will then add this to the inherent torsion, correct?
If I find that there is a Torsional or Extreme Torsional Irregularity [per ASCE 7-10 Table 12.3-1] how do I apply the Ax factor to the torsion [per ASCE 7-10 Equation 12.8-1]?
Thank you for the help!
Hi,
I would like to ask if there's a way to print only the Steel Design. I notice that it's included in the output but is there a way to only print the Steel Design.
I am using STAAD Connect Ed.
Thank you.
Good afternoon.
I used DFF and SELECT command to check a serviceability as shown below.
Also, I attached my .std file.communities.bentley.com/.../6064.warehouse_5F00_test.std
DEFINE ENVELOPE
201 TO 276 ENVELOPE 2 TYPE STRENGTH
901 ENVELOPE 8 TYPE SERVICEABILITY
END DEFINE ENVELOPE
**********************************************************************
LOAD LIST 201 TO 276
LOAD LIST ENV 8
PARAMETER 1
CODE AISC UNIFIED 2010
METHOD LRFD
FYLD 245000 MEMB _STEEL
DFF 200 ALL
DJ1 4 MEMB 4 31
DJ2 24 MEMB 4 31
DMIN 0.19 MEMB _STEEL
**********************************************************************
TRACK 2 MEMB _STEEL
CHECK CODE MEMB _STEEL
SELECT MEMB _RSG
*********************************************************************
FINISH
The code checking result is 'Pass' by 0.316 ratio with H194x150x6x9 section and relatively small deflection as shown below.
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a
********************************************
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
4 ST H194X150X6X9 (JAPANESE SECTIONS)
PASS DEFLECTION 0.316 901
8.29 0.07 13.46 5.02
|-----------------------------------------------------------------------|
| DEFLECTION CHECK: (UNIT: CM ) |
| |
| Limit Span/Deflection (DFF) : 200.000 Limit : 2.512 |
| Span/Deflection : 6.32E+02 Deflection : 0.795 |
| L/C : 901 LOC : 5.025 |
| Ratio : 0.316 (PASS) |
|-----------------------------------------------------------------------|
Even if the ratio is below 1.0, MEMBER SELECTION command find the huge section which is H498x432x45x70 for all members as shown below.
I expected the section not be changed because the ratio is below 1.0.
I have not defined any restriction for section so dont know why this big section is selected.
STAAD.PRO MEMBER SELECTION - (AISC-360-10-LRFD) v1.4a
***********************************************
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
4 ST H498x432x45x70 (JAPANESE SECTIONS)
PASS DEFLECTION 0.007 901
8.29 0.07 13.46 5.02
|-----------------------------------------------------------------------|
| DEFLECTION CHECK: (UNIT: CM ) |
| |
| Limit Span/Deflection (DFF) : 200.000 Limit : 2.512 |
| Span/Deflection : 2.86E+04 Deflection : 0.018 |
| L/C : 901 LOC : 5.025 |
| Ratio : 0.007 (PASS) |
|-----------------------------------------------------------------------|
Can you help me to resolve the problem?
Thanks.
I have got my report, but there is no loading details like dead load, Wind loads and all...
In report settings i have added Loadings, but its not showing.... Wt to do????
i want to see other load details. How to get that details?
Hi all,
Is it possible to add a new additional cross section to User provided table? I did new table with double profile , but I want to add new additional section. How can I add additional section?
Thank you.
Katarina
communities.bentley.com/.../Cantilever-2019-_2D00_-Copy.std
Hi,
I am designing a long span cantilever beam,
I just want to confirm that the bracing system if defined as truss functions as bracing resisting transverse loads only. ? When I tried to release (Fy, Mx, MZ,My) i got warnings .
Second,
I want to reduce the first fixed support capacity and distribute along the second, as the near to cantilever support is taking all the load and site conditions will not allow to have such a connection.
is there a way to reduce the load on one fixed support and transfer it to the second ?
Attached STAAD Model
Thanks
Hi all,
I solve the simple frame with section wizard and I receive for the same model 2 different results.
1. The double profile created by the Section Wizard (the perimeter beam) and internal beam as typical CHS (Staad table). The analysis pass with Warning. Design and utilization ratio - only for CHS. The beam from SWizard is no design result and utilization.
2. The same model _ only CHS created by the Section Wizard. The analysis pass with 0 Error and 0 Warning.
Design pass for all members excluding diagonal.
I am not clear why in the 1st case beam from SWizard does not pass with DESIGN, and in the 2nd case pass with DESIGN.
Thank you.
Katarina
Hi there,
I am modeling a PT slab in RAM Concept. I am getting the error "Wall element below the slab is not connected to the slab" when I try to generate mesh. Can anyone let me know how to fix it? Thanks,
Hi,
I
I dont quite understand how to use KMX , KMY, KMZ to release some of the moments from a support.
What is meant by the unit kn.m/deg. ??
How can I set a reasonable release for the attached STAAD Model , to activate the back fixed support . communities.bentley.com/.../4278.Cantilever-2019-_2D00_-Copy.std
Hello,
I am trying to model a circle opening in my cone roof tank. I use surface mesh to mesh and create a circle hole. I get the error "invalid boundary polygon.(self-intersecting)" . I understand the nodes I select are not in a same plane. is it the problem?
Is there any other way I can create 18" diameter opening at my cone roof tank? I also tried parametric model but it fails to generate the mesh.
Reza
Thanks
I posted an updated Guide for Subscription Entitlement Service (formerly known as CONNECT Licensing) in our Files Gallery here.
This includes updated screen grabs for the CONNECT Center, Subscription Service Portal (formerly Enterprise Portal) as well as the license configuration options in the latest RAM, STAAD, MAXSURF, MOSES, SACS and AutoPIPE products.
I hope this helps.
Seth Guthrie, SE
Trying to find a connection type in RAM Connection that will closely match that shown in Example 5.2.4 of AISC Seismic Design Manual (Second Edition) for an OCBF connection with a full height welded shear tab bolted to the beam and gusset with a bolted double angle from the gusset to the brace (reference detail in the code). This seems to be a pretty simple connection for an OCBF and I would think there is a way to analyze this connection in RAM. Is there an option to do this or a chance it will be added to the program?
Thanks,
Dear Sir
We have created upt table for cold formed custom Z purlin using section wizard. In staad design with IS-801 code check, this upt table is giving error, however same table is code checking with IS-800. This shows is noting wrong with design process only conclusion is that upt table with section wizard has some issue with property necessary for IS-code checking. In the same file cold form section applied with tables available in staad table code check is done. Since we are using many cold formed custom section for our design, let us know how to prepare proper upt file for cold formed light gauge sections using section wizard or other program.
Bhuwanesh Shastri
M.E. Structures
Design Metal Section Pvt ltd
9755097712
GOOD MORNING,
I HAVE TO SIMULATE WITH STAAD_PRO THE PROGRESSIVE LIFTING OF A FOUNDATION WITH JACKS.
I HAVE THOUGHT TO USE ENFORCED SUPPORT AND ASSIGN SUPPORT DISPLACEMENTS.
HOWEVER, THE INTERESTED NODES BELONG TO SHELL ELEMENTS AND I GOT PROBLEMS WITH RUNNING THE ANALSYS; IN PARTICULAR, I HAVE TO SIMULATE THE LIFTING OF A STEEL PIPE DURING ITS MOVIMENTATION AIMED TO REPLACE THE CONCRETE FOUNDATIONS WITH NEW ONES.
THIS IS THE MESSAGE ERROR:
SUPPORT DISPL LOAD IS NOT ALLOWED IN A MODEL WITH FINITE
ELEMENT ON IT. PROGRAM STOPS.
Please read the Technical Reference Manual SUPPORT section
and the SUPPORT Joint Displacement section to read about
the Displacement Mode Method. This method permits unlimited
cases and finite elements. With this method, you specify
the joint directions that may be displaced using the
ENFORCED specification in the SUPPORT command.
HOW CAN I SIMULATE CORRECLTY WITH STAAD?
REGARDS
Hai,
How do I model shear wall in Staad.Pro? Parametric modelling is not working in modelling shear walls. Please share me some examples.
Thank You.