Dear Sir,
For Load Case 4, used in both staad model (attached herewith) with all the parameters same but different method of Seismic Analysis shows different value of vertical forces.
communities.bentley.com/.../Dynamic-Method.STDcommunities.bentley.com/.../Static-Method.STD
(Please use Importance factor I =1.75 if the value get automatically erased from seismic parameter.)
Dear,
In STAAD Non linear analysis, if Kg is unchecked, how the analysis would perform?
Regards,
I have three levels of a 9" slab with perimeter beams on top of steel construction. I am trying to check the size of the steel framing below. The values that RAM FRAME is using is not realistic for the actual loads for steel design. A typical interior column with a bay of 31'x32'-4", based of trib area is around 150 kips per floor in self weight. RAM FRAME shows 150 kips for all three levels. I know FRAME uses finite elements to distribute the loads but, it seems to be way off. Is there a way to get realistic values so i can size the steel and foundations?
can you please explain this error?
I don't understand why I'm getting the "Instability Found for 387 (30.00, 0.00, 1.00) at DOF RX. Check end releases or boundary conditions for these elements: Column 9 at story second......" error while running concrete analysis in RAM.
Hi, I am new to ram connection. I created a model with gusset plates for a braced frame, but the results report 0 demand and stress ratio when checking the gusset plate.
I appreciate the help anyone can provide.
In the multistory tilt-up building, if the service displacements are not exceeding the permissible limit (L/150). In that case also do we need to modify the cracked factor in bending for wall panels (which is by default 1)?
Dear Forum.
I'd like to check if is possible to design in STAAD a concrete Tank with inclined slab at the base, please refer to the image below for reference.
I also have not much experience in mesh modeling, can you please recommend links and information to review to ensure good practices for the modeling and design, Thanks!
Dear Members,
Please help me to resolve the error for Beam no 55,142
Error - Nominal shear force exceeds tauc_max limit
I already tried by increasing the Grade of concrete, increase cross-section size, increase min and max dia of main and sec reinforcement, but nothing didn't work out.
Pls find attached below model for your reference purpose.
hello guys, i m modeling custom channel with lip section so i have to find out all value like Moi and ixx and iyy torsional, warping area etc . is that any way to import the cad model to get this section properties of all
2. one d element I assign the property and I want to apply the horizontal and vertical load should i have to change the center of gravity to the origin or staad will automatically take that
Dear Communities,
Greetings!
Find the attached updated model with a wide plate beam at a particular location (WPB 700x300x300.1 ). Also find the updated list of the section used in the model for your reference.
Note:- Please ignore the utilization ratio as 1.02, 1,05.
In this updated staad model there is not any overstressed member.
Hello,
I have an issue to set all parameters in SFA to the metric unit.
I want to design/analyze as ACI318M code and want to see the design output as a metric unit also.
I have tried several ways to set a metric unit such as
• unit set up > choosing SI unit
• change default unit type to SI in the job information
However, the design output is mixed between the English unit and SI unit
Can anyone have a way to resolve this issue?
Thank you in advance.
Are columns in a multi-storey ( a simple G+5 structure with a portal frame design) braced or unbraced? I feel that it should be unbraced as there is no such wind resisting elements to specify the columns as braced. Pls, offer your comments on this sir. Thanks in advance.
Hi:
When designing diaphragms for a project, and using ELF, I typically review the change in story shears (in RAM Frame) and multiply the values by the appropriate overstrength factors, where it's needed. For the same project, and after running a modal analysis, there appears to be a significant shear reversal resulting in large change in story shear values, in one of the stories. Which procedure is more appropriate for the design of diaphragms? Consider sign for analysis results is checked under options.
Thank you.
I am getting a warning whenever I perform run analysis. The warning is like JOINTS 49, 50, 51 IS NOT CONNECTED PROPERLY. But my structure has only 48 nodes. Please help!
I have an issue in FloorVibe when I try to view or print the report, I get a "Run-time error 76" message and then FloorVibe closes. I'm on a work computer and do not have admin access, but my IT department modified the folder settings to allow similar admin access (similar to the article link below) and the issue is still there. I've done a clean install with RAM and still have the '76' error, I also tried on another computer that was a clean install of windows and RAM and the error is still there.
What does the '76' refer to and are there any other steps I can take to reverse the issue? FloorVibe was working at the beginning of last week and then the '76' error showed up. The program still runs, but I can't generate or print reports.
Hello,
Is there a way to apply a linear distributed load directly on a plate without having to create a beam with physical properties for the load to be applied?
For example, along the distance of 9,701m shown in the image below.
Thanks in advance!
Ignacio
In seismic load, after selecting IS code and then I click on generate then it's error like 'creation fails ' what to do?
Dear All,
I am designing a beam in RC designer. After getting results, I am only able to see a particular beam main reinforcement details rather than whole beam of that particular member. I have Member M2 which comprises of 4 beams, but I am not able to see the reinforcement details in Tabular format of whole 4 beam. Screenshot is attached below for your reference.
