I would like to know if the in plane stiffness modifiers can be used to model the variation in stiffness when a semi-rigid diaphragm is laterally loaded from different primary directions. I currently use an E effective in the deck properties per SDI, but will use the E effective of the more flexible direction for both directions. It would be helpful if I could use the modifiers to accurately represent the flexibility of a diaphragm under different load directions.
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RAM Structural Diaphragm Stiffness Modifiers
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Diaphragm properties for Laminated Lockwood wood deck
Could anyone please guide me on the properties that I should input for semi-rigid diaphragm in RAM Structural system, in the decking properties for the Laminated Lockwood wood deck?
Effective thickness (in) - ______
Poisson's Ratio - ___________
Elastic Modulus (ksi) - _________
Thank You!!
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Problem modelling plates on top of beams for elevated steel water tank
I am trying to model a Elevated steel water tank with bracing for analysis in STAAD.Pro. While modelling the structure I've encountered a problem and would like your help.
The problem is:
While the beam offset works perfectly for modelling a beam resting on top of another as modeled ( find attachment ) . I would like to add 20 mm steel plates on top of the top tier beams which would support the Tanks placed above. When I try adding the plates using the availabe nodes at top it places the wrongly in between the beams ( while practically these plates should be above the beams ). and I cannot find any offset option to provide for the plates.
As an approach, I tried creating nodes at the level where the plates have to practically be and after creating the plates, STAAD considers it as a different structure when checked for multiple structures.
I kindly appreciate your time in considering my query. Please find the attachments below for you understanding.
Thanks in advance
Regards,
Sujay H M
.communities.bentley.com/.../STAAD-Files.rar
Plan details
Practically, this should be the best representation, but I would like to know if by any way these plates can be connected to beams below as one structure
Beam offset works perfectly.
This is how the plates are inserted if they are given at the present node positions. Cannot find any offset options for plates.
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***STAAD.Pro WARNING*** ANALYSIS NOT PERFORMED - SO ABOVE COMMAND CAN NOT BE PROCESSED.
Hello all,
can you help me with this error message
208. PARAMETRIC MODEL MESHED SURFACE 1
***STAAD.Pro WARNING***
ANALYSIS NOT PERFORMED - SO ABOVE COMMAND CAN NOT BE PROCESSED.
when I model a slab using a parametric model I ended up by this error message and the analysis is not performed
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meshed plate and utilization ratio
I modeled a plate that is supported on beams, then I meshed the plate as shown below
my question is Can I merge these beams so that I can get only one utilization ratio for the whole beam ?
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Similar models showing very different results (Beam end forces, displacements, base pressure...)
Hello, I´m designing two small guardhouses in STAAD.Pro V8i SS5, both are RC structures with slab foundations, they are almost equal in principal geometry, loading and sections, the only thing that changes considerably from one model to the other is the value for the sub-grade modulus which, understandably, does have a noticeable effect in the base pressure summary, aside from that there are some small differences in the distribution of the slab and the secondary frame, but in my opinion these are minor changes that should hardly affect the behavior of the model. The difference in results starts with the reactions in the columns (Beam end forces), for one model the maximum axial force has a value of 11,418.17 kg and for the other one it has a value of 8,857.23 kg, after that I notice that the joint displacements in the beam centers (I´m calculating beam deflection with those values) are also very different with values going from 0.598 cm in one model to 0.266 cm in the other for example, I´m assuming that I´ll be seeing variations along the same lines for drift values and probably also steel reinforcement values. So my question is: What I´m I doing wrong or differently between the two models so that my results change so noticeably or is it normal for them to change like this? The models are attached. If something needs clarification please let me know and I´ll do my best. Thanks in advance for any help.
communities.bentley.com/.../Caseta-de-vigilancia-Punta-de-Palmas-21_2D00_05_2D00_19.stdcommunities.bentley.com/.../Caseta-de-vigilancia-Peon_ED00_as-08_2D00_08_2D00_19.std
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RAM Concept PT Axial Forces
Hi,
I'm looking for some clarity on PT axial forces at stressing ends and why each stressing end force is not equal in our model.
For some context: Our structure is a 85' span post-tensioned concrete bridge curved in plan with a flat soffit and sloping top. it should be noted the section depth is quite substantial at the plan left portion of the bridge (80" thick) v. the plan right portion of the bridge (15"). The jacks at each end have not been adjusted from the defaults.
Thanks, Nick
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Import foundation loads from STAAD.Pro to STAAD Foundation
Do you have a tutorial video or user manual on how to import foundations loads from STAAD.Pro to STAAD Foundation? I used the "Foundation Design" tab in STAAD.Pro, I will see STAAD Foundation trying to open and then close itself out.
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Ram Connection Report
Hi, I have a doubt respect Ram Connection Reports for base plate connections, at the section of anchor bolt shown a bearing length, What does bearing length meaning is? An additional question in some reports it’s shown positive a negative values, but as a length it must to be positive, please some clarification about it.
A final question, Why does the reports for anchor bolt and concrete bearing are not the same at Ram Connection Standalone and STAAD.Pro CE?
Graphics that are not include in STAAD.Pro CE
Regards
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STAAD.Pro CE Responce Spectra Analysis - Sign vs Dominant
Hi, exist some help or guideline to choose the right type of parameters when sign or dominant parameters it’s added to the Response Spectra Analysis.
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Composite Steel Beam Uniform Stud Placement on Cantilever
Hi,
If the stud criteria is set to use uniform distribution, how does RAM treat a cantilever? Are the required number of studs assumed to be on the main span only or the full span including the cantilever?
For example, a 20 ft main span and 5 ft cant, would 20 studs be spaced at 12" oc on the main span only or at 9.5" across the full beam.
Thank you
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Questions on loading & default design reference
Hello All,
I have the following list of questions about ram element & Ram SS:
1.Could anyone please clarify how the programs (Ram Element & Ram SS) distribute the lateral loading to the model composed of masonry shear walls & steel ordinary moment frame?
2.In ram element, under the design of the masonry modules, axial loading for interior shaft bearing wall (in yellow) is higher than expected.
The length of interior wall is only about one half of the exterior masonry shear wall (in purple).
Thus, the axial loading should be close to half of the exterior wall value. But, the value is only different by 20% (value shown below). (Segment 1 is at the same floor)
Could anyone please explain why the high axial loading at the interior wall?
3. Do Ram Element or Ram SS have metal "C" joists reference info as one available of default reference for design? Or must be input into the design table?
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Can we input Japanese sections information by our self for generates drawing ?
Further to your last reply, refer to link below.
Can we input Japanese sections information for generates drawing by our self?
Could you advise us, please?
Thank you for helping us.
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How to use two different mass load in the dynamic analysis
For Dead load, Live load and seismic load combination MASS type reference load (say, RF1) can be generated based on the reduced value of live load (as per IS 1893-P1) and the same can be utilized for spectrum analysis. But for Dead load and seismic load combination, we need to generate another MASS type reference load (say, RF2) (i.e without live load). My question is how to use this refence load (RF2) in the spectrum analysis in the same file?
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Dynamic Analysis
In the Dead Load, Live Load and Seismic Load combination, we have to take reduced value of Live Load (as per Indian Standard 1983). Based on that, Mass Reference Load has been generated and based on that or any dynamic analysis is performed. But in the Dead load- Seismic load combination when there is no Live Load, separate mass load needs to be generated. Now how this mass type load will be utilized in the dynamic analysis in the same file.
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can multiple users work on same STAAD file simultaneously?
can multiple users work on same STAAD file simultaneously?
for example if its a huge structure and its urgent, can we deploy 3 engineers to work on same STAAD file same time?
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Results Along Line
After analysis i need to modify the geometry of one member. If i need this modification i will lose the cut lines created with results along line tool. I'd like to find a way to not lose the cutting lines after making the modify and relaunching the analysis. Is it possible?
I used STAAD.Pro CONNECT V22 packeage1.
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Bracing Criteria
when we can say that the slab doesn't brace the columns ? can you help me with that 
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Access violation at address 004060BE in module 'RAMConnection.exe'
Hi,
When trying to access RAM Connedction from inside of RAM Manager, I get this pop up window.
"Access violation at address 004060BE in module 'RAMConnection.exe'. Read of address FFFFFFFD"
Help...…
Thanks,
Mike J.
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AECOsim export of timber elements to RAM Elements
this question is posted in duplicate on AECOsim and RAM elements forums in hopes of gaining some explanation....
here is a screen shot from Structural Synchronizer 11 of a timber beam system exported from AECOsim CE3. Note the brown timber beams and the single green steel tie rod.
attempting to import this into RAM Elements 16.1, all that is shown is the single green steel tie rod, the timber is missing.
I repeat my question-- does SS allow the use of timber?
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