Hello,
I am designing a combined footing using STAAD Foundation. I noticed in the calculation sheet that it does not give any calculation for the development lengths (please see the attached file). Does the software consider the development lengths in giving out the final design?
Hello,
In designing combined footings, how does STAAD Foundation compute the “Ultimate Moment (Mz)” and “Critical Moment for Distribution Steel (Mx)”? I attached my calculation sheet for reference.
Thank you in advance!
Dear All
Updated Staad to latest Edition & problem started.
When I import AutoCAD DXF file in Staad pro geometry changes its origin.
This has never happened before. Attached Staad as well as geometry to be imported.
DXF has Origin at 1st Column Bottom.
Staad file - It gets shifted to Left End of 1st Arch
Need help.
./cfs-file/__key/communityserver-components-multipleuploadfilemanager/b8f4eb43_2D0/cfs-file/__key/communityserver-discussions-components-files/5932/7485.FOR-IMPORT.dxf
0_ede0_2D00_44c6_2D00_9da8_2D00_5a1bfa18449b-1066037-complete/R1.STD
Thanks in advance
Abhijit
I have a building with screen wall loads on the roof. These loads act as a couple with the main post and the kicker having reactions in opposite directions. When I add these loads to the ram model, ram beam module is only considering the downward gravity point load and is neglecting the upward point load. please refer to the snip below. Is there a setting in RAM that will tell the program to calculates the net load (gravity - uplift) when designing the beam?
Hello , can anyone help me in correcting my model ?
most of the columns are failing in lowest part i.e from foundation to plinth level . i have tried everything like increasing sizes and providing RFACE command but unable to understand the issue that
why there is so much of moment in lowest part of columns while there is no or less moment in above parts .
Please help me with the solution or can you please check my model and correct it so that my columns will get pass .
please tell me the reason and solution ??communities.bentley.com/.../RESIDENTIAL-26.04.22.std
Hi,
I have a question regarding column deflection and sway in STAAD. The below picture shows the deformed shape of a column subjected to lateral forces in a frame.
I know the maximum sway/drift in STAAD is gotten from the node displacement value (translation) at the top node in any direction needed (please correct me if I'm wrong) but my confusion is in obtaining the deflection value of the column member itself.
I have used the DFF parameter for deflection check and have set the DJ1 and DJ2 parameters to the top node and bottom nodes.
I'd like to know if the deflection value given by STAAD design output considers or includes the lateral translation of the top node or is it based on the assumption that the top and bottom nodes did not move (similar to beam bending). What is the best value to use for the column deflection? The STAAD output value or the nodal displacement close to the middle of the column?
Thanks.
PLEASE HELP!!! I don't know what to do. I kept on trying to resolve this on my own using all the tips I searched but none of them worked.communities.bentley.com/.../CEE4_2D00_SUPERSTRUCTURE-_2D00_-TRIAL.std
Hello everyone,
I am attaching herewith one structural system drawing which has inclined geometry in plan. My question is how do I import a dxf file into STAAD? As it is very time consuming to prepare this type of system with node to node method? Kindly suggest
Hello everyone,
I am unable to see the applied loads graphically in the model. All the member load and floor loads are applied correctly. There are no errors as such. Initially I was able to see the applied load in the loading window but today after opening the model it is not visible. So how do I know if the loads are applied or not? What is the issue?
I am attaching the model for reference.
I am using staad connect version 22 but it not shows option for auto genaration of wind load please help me to do this
Hello,
I just want to know how to determine the depth from the footing's top portion to the center of the first reinforcement bar (check image). Is it correct that it is computed as the user-defined footing cover + half of bar diameter?
My colleague sent a Rcdc file via e mail but I can't open it in my laptop. It's giving the error as shown in attached image. Pls help
I have done a simple beam analysis having pinned supports on either ends with point load at center in lateral direction. as shown in attached 
The bending moment in My -direction is shown for pinned supports - 
Why End moment is coming in the beam?
Fixed beam
Bending moment My 
Pinned beam
Bending moment My
Why Both are getting same result when we apply the Point load in lateral direction?
I am modeling Z-purlins for roof framing and I would like to design them based on local axis properties instead of principal axis design. Is there a way to do this? Based on an AISI design guide I am referencing, it is common practice to design z-purlins that are through fastened to roof sheathing for bending perpendicular to the web only. Bending about the minor (local) axis is ignored.
Thanks!
Hi,
In the post processing tab-> beam results-> utilization ratio, when I try to view the results by property using results setup dialog the filtered results do not show up. Can you please advise?
Version used: STAAD Pro. Connect Edition Update 8
Steel Design Code used: AISC 360-16
Hello! Please I need help ASAP since my project is due tomorrow! I used STAAD to model my three storey building and for detailing in rcdc, all the beams are failing in level 2. I need the level 2 beams for group 1, 2 and 3 only. I tried changing dimensions, but it didnt work. I cannot change materials since its fixed in the project. PLEAASEEE ANY HELP WOULD BE GREATLY APPRECIATED!
I've applied four drifting patterns along the perimeter of my building at the parapets (50 PSF max tapering down to 22 PSF as the balance snow load) and I'm running into an issue for joists not getting designed. I can associate a size to them but they do not get analyzed. I've played around with this for a little while by changing priority of the loads and doing so gets me to have maybe one or two additional joists to get designed but my main core of 12 or so joists will not analyze. I'm not too sure what else to do here. I've checked the loading on the non-analyzed joists and its coming out correct - no major point loads or anything outstanding that should be causing an issue.
I'd appreciate any thoughts that could go about this. If I just have the normal balanced snow load on the whole roof then the joists design just fine. It's only when I get the drifting going on that no design effects begin.
I am trying to transfer a STAAD file to AutoPipe, but it stops and say not define !!!. I hope someone from Bentley can help me not like the last time for my previous comment on ISM missing US steel sections; no help or response from Bentley yet after 3 weeks.
Hi,
I used the verification example for the buckling factors for determining the critical buckling loads for a simple column (pinned pinned).
However I get different results every time I run them. How do I ensure that the values I get are the same. (for ex, when I change the length say from 10 ft to 40 ft, the values are off for the 40 ft one). Similarly when I change to STAAD SPACE to find the minor axis buckling, it is off for slender column lengths.
For ex. the attached code is for a pinned-pinned W10x45 section with Ix = 248 in4 and Iy = 53.4 in4. A applied load of 160 kip in the Y dirn, length of 30 ft. The buckling factor should be 3.42 and 0.73 (for major and minor). Whereas I get 4.16 and 0.89.
Am I missing something, I checked the verification example and the code is the same.
Attached is the code.
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 30 0;
MEMBER INCIDENCES
21 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH RY 1.5 RT 1.2
ISOTROPIC STEEL_36_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
G 1.60615e+06
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
21 TABLE ST W10X45
CONSTANTS
MATERIAL STEEL_50_KSI ALL
SUPPORTS
1 PINNED
2 FIXED BUT FY MX MY MZ
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
JOINT LOAD
2 FY -160
PERFORM BUCKLING ANALYSIS MAXSTEP 30