Iam looking for a help, i want to offset my plates in Staad so that the top surface of my plates to flash on the top side of the beam.
whatever iam doing to offset i dont achieve the proper offset
Staad model
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OFFSET OF MESHED PLATE IN STAAD PRO
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Design Validation/verification per ACI 318 2014 FPS units
AS per this forum Beam design verification examples (Sample B5) as per ACI 318 2014 (FPS,English units) are loaded under
American Concrete design code ACI 318-2014 (English Unit)
But the sheet and design reveals the code used is ACI 318 -2011 .
Please provide design verification sheets/examples for ACI 318-2014 in English units only for Software Validation to PE.
Regards,
Ajay Mistry
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Pile cap strut and tie analysis
Hi,
I'm modelling a pile cap with a group of piles using strut and tie analysis The forces from the piles are applied to the nodes which represent the pile locations while the column will be the support. All members representing struts and ties are classified as truss members. The type of support used is pinned. After running the analysis, there are warnings stating that each node has zero stiffness and also joint instability. Can the warning be ignored? Is there a practical way to make this model stable?
Thank you.
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France Design Code BAEL 91 in STAAD Pro Connect Edition Update 10
Hi,
We have STAAD Pro Connect Edition Update 10 (Node lock license) and we need the BAEL 91 French Design Code for Concrete Design.
Please confirm whether the same code is available in the software or not?
If not, how we can get access to the same?
This code was available with the older version STAAD Pro V8i.
Thanks
Aayush
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Can assigned support to rotate as per direction of beam?
Can assigned support to rotate as per direction of beam?
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RAM Concrete Wall Section Cuts at Openings
When using the automatic section cut tool and noting for a section cut to be placed at 6" from each opening edge, the program does not place these section cuts. Did the check box get broken in the latest version of RAM SS? I expected to see a vertical section cut directly adjacent to the opening, and no such cut exists.
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VERIFICATION MANUAL FOR CONCRETE SLAB PLATE DESIGN
Please help me with verification manual for concrete plate design in Staad Pro BS 8007 or BS 8110
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RAM SS Model - Base Shear Discrepancies
Hello,
I am running a lateral analysis on a Bentley RAM Structural System model. While I understand that the linear dynamic case would produce a different base shear value than a standard ELF case (Base shear of roughly 2300 kip in each direction), the base shears I am seeing for the BSE-1N response spectra are much lower than I would expect (1800 kip and 1300 kip in the x and y directions respectively). I'm also a little surprised the x and y direction base shears aren't closer given the periods that govern in each direction. Could you please confirm that the values produced by the "Building Story Shear" report are reasonably accurate? Just trying to do my due diligence on this. Model and response spectra file are included via the secure upload function. Thanks in advance for the assistance.
Best,
KA
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Moment Capacity variation between STAAD result and Manual Calculation
Hello All,
I was manually calculating the bending capacity of the built up I sections as per IS-800 and found that the results for compact and semi-compact webs were not matching with the STAAD results.
I have attached the snap of my manual calculation, as well as the STAAD result. The sectional properties are matching exactly.
Kindly provide your expertise in this regard. It will be very much helpful.
Also, if we see the section classification for the attached member [450x5(web) + 175x8(flanges)], the web is classified as "Compact" in STAAD, whereas actual classification has to be "Semi-Compact". Clarify this as well.
Regards,
Parishith J
communities.bentley.com/.../Manual-Calculation.pdfcommunities.bentley.com/.../STAAD-Result.pdf
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Staad pro Physical modeler secondary member
I am not able to model the secondary member in Physical modeler. Do I need to make grids for each secondary member? Please help
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calculation sheet not available as design has failed
i am trying to design foundation for a steel tank and its shows me calculation sheet not available
can someone help me with this
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CHECK SOFT STOREY USING EUROCODE
Hi, how to check soft storey using Eurocode in Staad.Pro (Response Spectrum)
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Large rotational displacement in Node.
communities.bentley.com/.../PR_2D00_1_5F00_24072022.STD
I applied Moment along Mx direction. due to that i found rotational displacement with large amount.
Also note i have specie as Truss.
Attached model for reference. if any mistake by me please suggest.
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Staad.Pro - Seismic loads by response spectra
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 to add loads to gather seismic loads
in load case 12. I have used repeat load. Is this approach correct?
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RCDC displays message "Minimum one Dead (Vertical) Load combination is require"
Hi, Load combinations are added from STAAD Analysis. When LOad cases and combinations are exported , the following message is displayed , "Minimum one Dead (Vertical) Load combination is require".
Can anyone check and let me know ?. Please note that the above message is displayed even after selecting Load combinations with Dead Load cases.
Regards,
Ajay Mistry
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PLATE RESULT SUMMARY STAAD PRO
I have performed analysis, but when viewing plate stress the summary shows max and min values of Mx and My.
Staad file
communities.bentley.com/.../34741.Structure1.STD
Plate summary max Mx = -46.0165knm
But i found another plate having a value more than value stated in summary
1.Mx
2.My
3.Plate no 492
4.Difference
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ADD CONCRETE GRADE RCDC BS EN
Iam trying to add concrete grade C35 cube in RCDC but i keep on getting that it exist, i need your help.
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RAM Frame - Unstable Structure After 17.04 Update
After installing the 17.04 update for RAM SS, I noticed that an updated model started to provide me with Local instability. I have performed the following actions:
- Searched for the node and it was not found I believe it is part of the semirigid diaphragm.
- Tried to run the analysis with only the Dead load and no P-delta effects and the instability persist.
- Performed the Data Check in the RAM Modeler - No issues noted.
When observing the deflected model, the bottom of the columns and braces appear to sweep out from under the building and several of the beams extrude above the roof diaphragm.
I have updated other project's to the 17.04 version and did not have the same issue. What do you recommend I do to solve this issue?
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RAM Frame Tilt-Up - Unstable Structure Detected
I am using RAM SS Advanced Analysis to design a 1-story Tilt-Up building with gabled roof using semirigid diaphragm.
I am getting instabilities and I cannot make it to go away. I have tried many solutions offered throughout bentley website such as below and it does not make the stability issue go away.
Things I've tried:
- Changed the Eigenvalue Analysis to Load Dependent Ritz Vectors
- Changed the Eigenvalue Analysis to Eigen Vectors (Lanczos)
- Changed the Max Distance Between Nodes on Mesh Lines to 3 ft
- Changed the diaphragm boundary to "Beams for Exterior Boundary"
So far, I am able to run the analysis using Eigen Vectors (Lanczos) with Dead load only without P-Delta but if i add P-Delta it gives me instability at the joint where eccentric brace meets column shown below.
Sometimes it gives me an instability at a wall panel, too.
I found this article, and it says the model is experiencing a configuration related limitation with P-Delta at where the brace meets the column, but I'm not sure what the solution is.
"Knee braces can produce unconservative P-Delta effects. Nodes are defined where the braces meet the columns necessitating the evaluation of lateral stiffness coefficients at a plane containing all such nodes. Since there is no diaphragm at this level, there will not be any floor lateral stiffness to be corrected."
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Envelope points that fall directly under a column or a pedestal are not designed.
I found this statement "Envelope points that fall directly under a column or a pedestal are not designed." in another forum in here and it was made by a moderator, I believe. I cannot find any other information as to WHY it will not design the reinforcement under a pedestal. I am designing a mat foundation with pedestals and piles underneath.
The other discussion, for reference: Slab Designer in Staad Foundation Advanced - RAM | STAAD Forum - RAM | STAAD | ADINA - Bentley Communities
Can someone please explain what is going on with this?
Thank you!
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