hello, i cant see any slab on RCDC even when the structure has been analysed in staad pro ? Can someone help. The slab has a hole in it and is of different sizes.
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slab design in RCDC
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connection design
i am unable to do connection design of my truss model,i am uploading the model plz give me some suggestion for my model.
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steel ware house design
I am designing steel frame warehouse, the problem is that (I) warning comes that structure is disjointed, (II) very weak spring added for stability and (III) different section have been tried but every time the section fails is slenderness ???//
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Unable to access Advanced concrete design workflow.
Hello All,
I am trying to use the Advanced Concrete design workflow in order to design footings and concrete columns for this model, But every time I try to enter the RCDC I end up back to STAAD Analytical workflow instead. Can someone help me understand why is this happening ? 
communities.bentley.com/.../TEST10.STD
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Nodal Displacement at Ridge/Apex node
Hello,
I have modelled a space braced frame industrial warehouse and I would like to have the vertical deflection of the Rafter for checking serviceability limit. The span of rafter is 16.9m. I find ridge nodal displacement is higher than L/300 (as per EN 1993) and member displacement is within limits. Please advise is taking the member displacement for permit report is correct since I believe that ridge node vertical displacement (Y dir) is global displacement. Kindly confirm. (STAAD model attached for ready reference.
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STAAD Error with Parametric Modelling
Hello, I can't seem to get my STAAD to run properly. I receive a ***STAAD.Pro Warning*** - Analysis not Performed error after my parametric mesh generation so I'm assuming it has something to do with the way I'm creating my parametric model. Attached is my file. Also below is the parametric model section of my input. Thanks in advance for any help you're able to provide.
PARAMETRIC MODEL Web Mesh
TYPE UNDEFINED
MESH PARAM 0.25 4 1 1
MESH ORG 80 83 163
BOUNDARY 166
46 0 1 556 0 1 557 0 1 558 0 1 559 0 1 560 0 1 561 0 1 562 0 1 563 0 1 -
564 0 1 565 0 1 566 0 1 567 0 1 568 0 1 569 0 1 570 0 1 571 0 1 572 0 1 -
573 0 1 574 0 1 575 0 1 576 0 1 577 0 1 578 0 1 579 0 1 580 0 1 581 0 1 -
582 0 1 583 0 1 584 0 1 585 0 1 586 0 1 587 0 1 588 0 1 589 0 1 590 0 1 -
591 0 1 592 0 1 593 0 1 594 0 1 43 0 1 754 0 1 755 0 1 756 0 1 757 0 1 -
758 0 1 759 0 1 760 0 1 761 0 1 762 0 1 763 0 1 764 0 1 765 0 1 766 0 1 -
767 0 1 768 0 1 769 0 1 770 0 1 771 0 1 772 0 1 773 0 1 774 0 1 775 0 1 -
776 0 1 777 0 1 778 0 1 779 0 1 780 0 1 781 0 1 782 0 1 783 0 1 784 0 1 -
785 0 1 786 0 1 787 0 1 788 0 1 789 0 1 790 0 1 791 0 1 792 0 1 50 0 1 -
3631 0 1 3646 0 1 51 0 1 396 0 1 395 0 1 394 0 1 393 0 1 392 0 1 391 0 1 -
390 0 1 389 0 1 388 0 1 387 0 1 386 0 1 385 0 1 384 0 1 383 0 1 382 0 1 -
381 0 1 380 0 1 379 0 1 378 0 1 377 0 1 376 0 1 375 0 1 374 0 1 373 0 1 -
372 0 1 371 0 1 370 0 1 369 0 1 368 0 1 367 0 1 366 0 1 365 0 1 364 0 1 -
363 0 1 362 0 1 361 0 1 360 0 1 359 0 1 358 0 1 42 0 1 198 0 1 197 0 1 -
196 0 1 195 0 1 194 0 1 193 0 1 192 0 1 191 0 1 190 0 1 189 0 1 188 0 1 -
187 0 1 186 0 1 185 0 1 184 0 1 183 0 1 182 0 1 181 0 1 180 0 1 179 0 1 -
178 0 1 177 0 1 176 0 1 175 0 1 174 0 1 173 0 1 172 0 1 171 0 1 170 0 1 -
169 0 1 168 0 1 167 0 1 166 0 1 165 0 1 164 0 1 163 0 1 162 0 1 161 0 1 -
160 0 1 47 0 1 3429 0 1 3347 0 1
OPENING POLY 4
322.001 2.0824 0 2 2 322.583 2.0824 0 2 2 322.583 1.3336 0 2 2 -
322.001 1.3336 0 2 2
GENERATED NODES 5524 TO 5795
GENERATED PLATES PLATE 4958 TO 5328
END communities.bentley.com/.../Neale-Sound-FEM.STD
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AISC 360-16 Clause D1
I'm getting columns failing to AISC 360-16 clause D1 - this is senseless, as this clause is for tension members, states that KL/r is unlimited, and I have columns with KL/r<200. What is going on here?
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Staad pro query
Hi
Is it required to define seismic load for RCC slab design?
Thank you.
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Footing design
Dear Profs,
I modelling footing in staad Pro, with solid element for concrete and line element for an angle section. What I observed after applying loads on it, I came to know to that there is no bond created for line element inside solid element. Please suggest me what to do for this.
And also I need a meshing for this solid and line element?
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Beams in One way Slab - Column Design Strip width smaller than beam width
When running my model, I noticed I was getting column design strips widths smaller than the width of my beam. I changed my settings in the strip generation tab to column strip width calc for "Code T-beam" and checked the box "design column strip for column + middle strip resultant" still no luck. What could I be missing in the settings? I attached an image as well.
Best,
Skylar Calhoun
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Frequency Calculation on Unique Shape (Solar Panels)
Hi,
I am trying to calculate the frequency in my structure which is a Solar Panel table with 3 helical piles as a foundation. I am designing the helical piles and had the racking/wind loads provided to me. My model is set with wind loads acting as a UDL on each table support in the local y direction (based on wind tunnel testing). I need to confirm the frequency in my model to ensure it is within the manufaturers allowable. I have a load case with all my wind loads in it. I know how to add Rayleigh frequency or Modal Calcuation to my load case but what I do not understand is the self weight portion and how to add extra iterations in the modal calcuation. Do I need to add self weight to my load case in all directions? I am only worried about frequency in the x/z directions but all my wind loads are in a local y direction, does that matter?
Under help in Staad all it tells you is how to add the frequncy to your load case, not how it works. I am using Staad Pro Connect.
Any help is greatly appreciated.
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VRML
Hi,
I'm trying to use the VRML output but I can not get the file it generates to read in anything. I have Octaga Player installed on my Windows 10 system and can read other VRML files with it, but not those I create with STAAD. Has anyone had success reading these files? How?
Peter
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AXIAL LOAD DUE TO GRAVITY LOAD NOT LATERAL LOAD
Dear all
Greetings.
I have model here contains of the main frame "rafter +column" (for gravity load +lateral load) + the lateral system (strut pipe +x bracing).
my question is :-----design output shows the highlighted member fail due to gravity load(dead +roof live load) not due to the lateral load as it suppose , is there any way to let the program to analysis the model by applying the lateral load “wind " on the highlighted member then the load will transfer to the bracing .
In other way can i let the program to ignore the axial load from gravity load..
Is my load path assumption as described above is correct?
Note : i believe the members fail from the local deflection that occurred because of the gravity load ( is that correct ?
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Ky,Ky value for lattice column
Dear Gents ,
kindly find the attached file for a lattice column ,
my question is how to assign the K value for each column OF THE LATTICE COLUMN (because it's separate in staad ) assuming the k value "FOR THE COMBINED COLUMNS" is calculated using the design guide 7 AISC ,
in my calculation I considered the column as one member with specific moment of inertia Ix, Iy "as per the attached sketch (the geometric properties from SECTION WIZARD ) .
if it not possible or not practical to assign k value in the current situation ,......
my proposal is draw one column in staad beneath the upper on --create a member in section wizard ------export to staad -------assign----------- .then the k vale will be as per calculated from design guide 7 .
but the problemshere is first how to take into consideration the continuity of the outer column "col #1" ,second how to assign the crane load on the col#2 while it's one column .
kindly advice
thanks in advance . 
communities.bentley.com/.../2D-Bayspacing-9m_2B00_walkway-ASD.std
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RCDC_BBS VS COL. ELEVATION
I have some minor differences in RC col details between BBS and the col elevation produced for the same model in RCDC. 
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How can I change the factor of safety for design code for staad RCDC
Hi,
How can i change the safety factor for the design codes. I would like to keep the safety factor for shear links at 1.15. 
I was looking up older posts and it said that it is not possible but the posts are all from more that 5 years back. I am using the new RCDC is it now possible to change it?
It would not be right for me to increase the loading by 1.15 instead because it will also affect the longitudinal bars.
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STAAD Pro.-Concrete Stability Analysis per ACI 318-14
Can STAAD Pro perform concrete stability analysis per ACI 318-14 for Q factor and other reduced sections property and to determine whether col is braced or non braced.
Regards.
hazim
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Staad foundatiin advanced
Having trouble finding the analysis folder for staad foundation advance. I have 0 warnings and have some errors just to check where i went wrong. But the analysis is completed and it says that the design ended. Please help if its okay to continue given the design that i have with errors.
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Issue with staad foundation advanced....
Hi..we are having Staad pro 22.3.0.28 and staad advanced foundation version 9.2.0.34..... While opening staad foundation from staad pro after analysis, foundation interface opens & automatically closes......
Its working , if we directly import staad file from foundation but unable to do Mat foundation analysis.....Tried 4-5 times, staad foundation just hangs.....Kindly help me
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Error message unavailable
Hello all,
I have an error message when running the analysis, but when navigating to the output file , it does not display any errors and I can navigate to the postprocessing mode and view the results , which got me confused on why this error message is displayed in the first image. 
communities.bentley.com/.../7357.Structure1.STD
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