WE HAVE TRIED WITH THE FOLLOWING AVAILABLE COLD FORMED SECTIONS:
Angle With Lips - 1
Double Angle (LD)
Double Angle(SD)
Channel With Lips
Channel Without Lips
Double Channel Back to Back
Double Channel Front to Front
Zee With Lips
…
Hi Staad master sirs, I’m Trying with the Staad.pro model of a Rack system with Economic solutions - which consists of Hot Rolled Sections + Cold-Formed Steel sections, by using IS800 + IS801.
My entire members are only supposed to be Designed as Hot…
i have analysed a structure and have got 1 error that says above command is not recognized line ignored 2 storey.STD . please help me. i have attached my model as well.
Hi, I need help defining seismic loads by using the response spectra line graph. I add seismic periods and accelerations in the 'Load Case Details' section (attached image). I did not use the 'Definitions' section to consider seismic. My question is how…
**ERROR 9464** MAX EXCITING FREQUENCIES = 7500 REQUESTED = 9908
this error i encountered when i was running steady state analysis. could you please explain how i can fix it?
thanks
Hey All,
While Modelling A Building In Staad Connect Edition,
When I Model A Slab Of 5 X 5 m Size In C.E., It Takes The Length As 5.00001 m Irrespective of 5m Length Input, And So It Gives Error While Generating Floor Load With Boundary Of 5 X…
Hello Everyone !
I Have Done Analysis For Window Model Using Prismatic General Section.
But While Generating Report , No Property Values i.e. Ixx, Iyy, Izz For Prismatic Section Were Displayed in Utilization Ratio Table.
Please Suggest How to get…
Hi all,
I was wondering if anyone could provide some clarity on the use of UNL (UNB/UNT) in the case of cantilever members. What I know so far is that Ky and Kz would have some typical factor of 2 or 2.1 for cantilever members, and this impacts the…
Hi,
Hopefully, you are doing well.
could you please help me to solve this error? this is the code below.
regards,
DEFINE WIND LOAD TYPE 1 WIND -Z (WINDWARD WALL) <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! ASCE-7-2010:PARAMS 137.000 KMPH 0…
Currently Working on Pipe rack Design for the New Zealand site. And I want to do Seismic analysis for the pipe rack. I have seen the seismic code list which is available in software. New Zealand Seismic code is not available in code list then how we can…
My structure keeps on getting EXTREME SOFT STOREY even if i already reduced the storey heights and increased the beam and column sections. Please help me. Thank you.
STAAD seems to be using ASCE 7-16 11.4.8 Exception 2 because T>1.5Ts even though S1 < 0.2. Site class is D, other parameters and calculations are in the attached Excel sheet.
Cs Calculation.xlsx
Is there something I am missing or seeing wrong? Thanks…
When i design my model in rc designer it shows "
Member 91 is not supported. Set the support conditions in the beam spans table".
how to solve this , someone pls help.
Dear Team
I am working with the Staad model for buckling analysis . The buckling load factor is given by the staad after the analysis , wanted to understand the how to manually check the Buckling load factor using Critical Euler equation . I have manually…
Dear All,
I got lot of warnings for the beams that the compressive axial stress in member exceed 0.08fck. What is the solution for that i have got lot of warnings regarding this. Please suggest me
Thanks & Regards,
Anirudh
Dear sir,
Base shear gets by staad model is coming 269KN which is not matching with etab model (base shear 500kn) prepared by consultant.Also lateral displacement on siesmic cases is more in etab model than staad model.Can you explain why staad model…
Sir I have modelled and applied the loads in the staad interface the loads are applying but after the analysis in the output I'm getting warning that no member is loaded for the floor load generation! I have thoroughly checked the duplicate nodes,orphan…
I am trying to generate the time vs acceleration values from dynamic analysis in staadpro connect edition. In a forum discussion, i have come across a solution of using the SAVE command. It was mentioned to use
TYPE 1 FORCE SAVE
or
TYPE 1 ACCELERATION…
A couple of questions about the display of entities in the postprocessing window:
Is it possible to hide the finite element mesh in STAAD Pro Postprocessing mode and just display solid view of the plates?
Can the buckled/deflected shape of the plates…
Hello, I am new to STAAD and this forum, and this is my first post! I wanted to model an 8.67' X 31.5’ Slab with a 16,000 lb. load applied at the center. The slab will have fixed ends at all sides.
As a “one-way slab”, the expected max moment utilizing…
Hi Bentley Team,
I am in the process of modeling a steel structure with some steel hoppers. Running Integrity Check and Analysis Model show no issue with no error in the model. But when I want to move to Analytical Modeling, the following message…
Hello Sir,
I have a structure I designed before now, my boss comes yesterday and says he wants us to increase the plan dimension of the structure by a certain scale factor, can i resize the structure in STAADPRO and proceed to design or i have to re…
Good day Everyone!
I have several warnings in what I'm trying to design.
I designed this model in STAAD TRUSS since this is a truss.
Below are the details. Thanks in advance.
P R O B L E M S T A T I S T I C S -----------------------------…
Staad reports instability warning. This is H-Type Lifting Frame. Where should I apply the "FIXED BUT FY MX MY MZ" support? And do I need to specify the slings as member tension only? Please help.