Is there a way to delete the connections from a RAM SS file? I know that I can change the .rss to .zip and manipulate the contents, but which file is the connections?
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Delete integrated connections from RAM SS model
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Saving STAAD.Pro Report Pictures
I understand that STAAD.Pro pictures are stored in a file called <model name>.REI_Saved_Picture. My questions are: When does the storing of this file take place? Is there a way to force it to happen?
I'm asking because I worked all morning constructing and annotating quite a number of pictures for a report. But I just noticed that the picture file's timestamp is still from a few days ago despite having clicked on Save more than once. Then I happened to exit STAAD and got the following pop-up:
After clicking Yes, the file size and timestamp finally updated. This makes me a little nervous. If STAAD had crashed prior to this, would I have lost all of my screenshot work? Is exiting STAAD.Pro the only sure way to ensure that the pictures are saved?
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High torsion on steel beam.
Hi,
I’m a first time STAAD user and am still learning the ropes. I put together a simple model (my first!) of a steel pipe rack on a sloped foundation using all pinned elements (braced frame - i didn’t release the torsion Mx in the beam elements). The loading is nodal loads in the beams (3 points per beam). I’m using the seismic definitions to calculate the seismic load in the X and Z direction. When I run the program I’m getting massive torsion on the beams for the seismic in the Z direction (perpendicular to the beams ie weak axis bending) and I’m not sure what I’m doing wrong. The X direction looks fine. The loads are small on the order of 3 kips but the torsion varies from 500 kip-ft to 900 kip-ft. Something has to be off but I can’t figure it out. Anyone have any ideas?
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STRUCTURAL ANALYSIS
Dear ALL
I have designed a structure in STAAD.
I have a doubt if the vertical column have any problem.
Please check the model and revert if there is any concern.
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Change in STAAD output
Dear Reader,
We are using STAAD.Pro V8i (SELECT series 4) 20.07.09.31 for design of the marine structures (as other series such as select series 5 & 6 both not giving correct results). What we noted that the result output of the members/elements were different for extracting output from analysed files for different dates. The different in value we found is bit considerable, which may impact the end design. I will be glad to hear from someone if they are facing similar problem and how they overcome the above issue.
Regards,
Chirag
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Data Access Script for imputing the point and line loads
Hi,
I learned from an old post that it is possible to input the tabular point/line loads from excel to my RAM SS model.
Would you please help me to access a sample Data Access Script for imputing the point and line loads to my model.
Thanks,
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(combined footing)
I am using staad foundation advanced connect edition update 4 to design combined footing .
my issue that critical case for the foundation is tension loads or over turning so I put the (surcharge load = 0) to give me more dimension. and the foundation was design and give me (2.5 x 3.9 x 0.8 )
after I put the surcharge load =12.5 kn/m2 the the program give me lager dimension (3.0 x 3.9 x 0.8 ) which is not logic because the pressure under soil not reach the allowable capacity and if I make set dimension to keep the same dimension for the first case it give me error due to unsafe overturning in direction X which is unlogic because the surcharge should give more stability .
please find attached files.
and if I run the same model in the version 7.1 its give me that (2.5 x 3.9 x 0.8 )is safe using the surcharge .
please advice communities.bentley.com/.../AST_5F00_REBOILER-ROAD-CROSSING_5F00_foundation.sfa
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i am giving a section property in prismatic general. but i shows a error message that member design failed. how to resolve that? please help?
communities.bentley.com/.../shutter.std i attache my file also for reference.
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"Selected load case involves dynamic and/or non linear combinations. Bending and shear forces will not be available"
I have a model that includes seismic analysis of a small non building structure. The governing specification requires the use of SRSS (of the 3 principle axis) to find the maximum seismic force. When I review the results looking for the maximum forces on a column I get an error "Selected load case involves dynamic and/or non linear combinations. Bending and shear forces will not be available". Curious how do I find the forces of select members for joint design, if the governing load cases give me this error? thx
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Using multi-linear springs in STAAD/Pro V8i to model support settlement
Using an extremely simple model to understand how applying multi-linear springs to model support settlement, so that I can apply the concept to a more complex model
Two element/span model (continuous beam over center support) 89-feet each for a length total of 178 feet
Member: W27x146 arbitrarily selected just to provide a stiffness
Loading: 100 lbs/ft
Supports: roller, pin, and multi-linear spring for settled support
UNITS FEET KIPS
SUPPORTS
1 FIXED BUT FX MZ
2 PINNED
3 FIXED BUT KFY 10
MULTILINEAR SPRINGS
3 SPRINGS -100 100000 -0.083 .0.0121
Following the example in the Tech Reference Manual Section 5.27.4
I defined the spring at Support #3 as a FIXED BUT KFY 0.0121 (with the spring constant of 0.0121 k/ft being the lowest STAAD allows)
Then defined the multi-linear spring with a displacement/stiffness pair of:
-100 feet / K=100000 k/ft
-0.083 feet / K= 0.0121 k/ft (for an allowed maximum settlement of 1")
By the description in t Tech Manual, The first pair defines the spring constant from negative infinity displacement up to the displacement defined in the second pair. This continues for each displacement and spring constant pair until the last pair which defines the spring constant for displacements greater than the displacement in the last pair to positive infinity.
I get a displacement of -6.589 inches at node/support #3
The model does not appear to limit the displacement of node #3 to not mu exceed -1.0 inch (-0.083 feet) as expected.
If I start the spring definition at Support #3 with KFY=100000, then I get negligible deflection, which is somewhat surprising since the multi-linear spring is supposed be very weak until there is -0.083" of deflection.
It appears that that the starting spring constant is dominating the analysis.
Please advise. Thank You.
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
SELFWEIGHT Y -1
analysis under just se
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RAM FloorVibe Standalone & Issues
I've seen a comment elsewhere confirming that Bentley FloorVibe can be used as a standalone software. Any idea when I go to click the .exe program directly nothing happens? Does being in a 64-bit environment have anything to do with it?
Also, when I open a previously saved floor in FloorVibe, the option to view the report is greyed out and I can't access (see attached screenshot). Any idea why this might be?
Appreciate the help!
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RAM RSS to RAM Concept
Hello,
I have a three story structure with two-way flat plate slabs. I have successfully transferred data from RSS to RAM Concept for 2 of 3 floors. For one floor, the program is issuing a pop-up error indicating that I need to "Contact Support". What exactly is happening?
Thanks,
Brent
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Difference between zero tension and linear analysis type in RAM Concept
Hey I'm designing a mat foundation. I see two types of analyses zero-tension and linear. What is the basic difference between two? I read the manual but couldn't understand clearly. It would be great if anyone could explain it to me in layman language the basic difference ? And also which one to use?
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Bottom flexural reinforcement spacing smaller than code limit
I am modelling a one story concrete building and I get this Design warning/error "Bottom flexural reinforcement spacing smaller than code limit by 32% for Bar Set #5" . I have provide 2 layers 3-#8 in each layer at bottom of a 16 in x36 in bean. I guess 3 bars can fit in 16 in wide beam. Is there a way that I can ignore or get rid of this error?
Is there a requirement in ACI code?
I would appreciate your response !!
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SFA v8.3.0.20 won't mesh
Attached is a zipped folder of issues I have been having with SFA. I cannot find a workaround to this issue and realize I don't have the most recent version of STAAD Foundation Advanced which I cannot download due to my companies restrictions. In the zipped folder you will find the SFA file along with a Word document where I have copied warnings and screenshots when I try to export to Excel and then try to open. Please advise.communities.bentley.com/.../SFA.zip
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No Code Check Results with AISC Unified 2016
I'm running a simple model in STAAD.Pro CONNECT Edition - Version 21.00.02.43 using the command "CODE AISC UNIFIED 2016" and "CHECK CODE ALL" and I'm only getting a utilization ratio for a single member. When I run the exact same model only changing to the 2010 code, I get values for all members. Am I missing a command needed for the newer code, or is there a glitch in the system? Thanks
communities.bentley.com/.../Electrical-Building-Cable-Tray-Bridge.zip
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RAM Concept Design Strip Fores Table
Hi,
I would like to know what the headers of the Strip Forces Tables mean, I looked into the manual but I couldn't find the meaning of the abbreviation
| Max M I.P. Shear (Kips) | Max M Axial (Kips) | Max M Vertical (Kips) | Max M Bending (kip-ft) | Max M Torsion (kip-ft) | Max M Dphm. Bending (kip-ft) | Max M Twist (kip-ft) | Max M Abs. Twist (kip-ft) | Max M Deflection (inches) | Min M I.P. Shear (Kips) | Min M Axial (Kips) | Min M Vertical (Kips) | Min M Bending (kip-ft) | Min M Torsion (kip-ft) | Min M Dphm. Bending (kip-ft) | Min M Twist (kip-ft) | Min M Abs. Twist (kip-ft) | Min M Deflection (inches) | Max V I.P. Shear (Kips) | Max V Axial (Kips) | Max V Vertical (Kips) | Max V Bending (kip-ft) | Max V Torsion (kip-ft) | Max V Dphm. Bending (kip-ft) | Max V Twist (kip-ft) | Max V Abs. Twist (kip-ft) | Max V Deflection (inches) | Min V I.P. Shear (Kips) | Min V Axial (Kips) | Min V Vertical (Kips) | Min V Bending (kip-ft) | Min V Torsion (kip-ft) | Min V Dphm. Bending (kip-ft) | Min V Twist (kip-ft) | Min V Abs. Twist (kip-ft) | Min V Deflection (inches) | Max P I.P. Shear (Kips) | Max P Axial (Kips) | Max P Vertical (Kips) | Max P Bending (kip-ft) | Max P Torsion (kip-ft) | Max P Dphm. Bending (kip-ft) | Max P Twist (kip-ft) | Max P Abs. Twist (kip-ft) | Max P Deflection (inches) | Min P I.P. Shear (Kips) | Min P Axial (Kips) | Min P Vertical (Kips) | Min P Bending (kip-ft) | Min P Torsion (kip-ft) | Min P Dphm. Bending (kip-ft) | Min P Twist (kip-ft) | Min P Abs. Twist (kip-ft) | Min P Deflection (inches) |
Also, it is not clear which of these Max/Min M or V is used to calculate reinforcement for a section of the strip.
Where can I find out the design strip forces used for the calculation of As T./B and As V Spcg in the below Design Status: Span Design Table?
I can' understand the meaning of the highlighted abbreviation:
| ID | Section | Location | Status | As T. (in²) | T. Control | As T. Dev. (in²) | T. Dev. Control | As B. (in²) | B. Control | As B. Dev. (in²) | B. Dev. Control | As V Density. (inches) | V. Control | As V Spcg. (inches) | V. Spcg. Control |
| 1C-1 | 1 | ((600.8,67.5)(600.8,45)) | OK | 12.07 | 10.2 | 12.07 | 10.2 | 1.944 | Det/7.12 | 1.944 | Dev Calc | 1.097 | 11.2 | 5.343 | 11.2 |
Is there any document where I can find out these questions?
Thanks,
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ANALYSIS REPORT AND STEEL DESIGN
beam found passed in analysiscommunities.bentley.com/.../7041.MEZZANINE.std but found failed in steel design during combined axial and bending check?
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OpenSTAAD for STAAD.Pro Connect
I have just installed STAAD.Pro Connect on a new computer. We have been using the OpenSTAAD.dll to process results (in excel) on an older computer that had the older STAAD version installed so the openSTAAD.dll was installed and available. On the new machine that dll doesn't appear to be available with this installation. There is a OpenSTAADUI.tlb file. Can anyone help me get my openSTAAD link back up and running when using STAAD.Pro Connect? Where do I get the new dll library from and how do i register it?
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limiting the loads on the supports_
hi
is there a clever way to limits the support reaction therefore increasing the support reactions elsewhere at convenient locations.
i have a pipe rack and its one end is supported on an existing rack at which i would like to limit the maximum imposed reaction to say 100kN. how can i model this effect. i would not like to use spring support as i will have to calculate the stiffness of a steel frame which i think will be a difficult task and i will always have some doubtfulness on the calculated spring stiffness. i am thinking about putting upward reactions to counteract the reaction so that the nett does not exceed the allowable values...
any comments...
thanks.
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