Hi,
In RAM SS, I was wondering whether can I view the column load (from the slab) in both tributary method and finite element method?
Thank you!
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RAM SS - Column load - tributary area vs finite element method
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RCDC-Wall design
Hi. I am a new user for RCDC.
1.My RCD does not enable the wall design option.
2. Copy table option allows to copy the column design output table and paste in excel.
3. However, how to paste back the edited excel table to RCDC column design page.
Pls help.
Regards!
Vijayarathnam
Port Blair, Andaman.
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Lifting analysis: COG and Pivot point aligned in horizontal plane but STAAD raising instability error
The problem is as described in the subject. As per the following post, if the structure is in equilibrium instability error should not arise.
https://communities.bentley.com/products/ram-staad/w/structural_analysis_and_design__wiki/8063/lifting-analysis
I have attached the model. Can you please advice on the cause of instability.
Staad Version: 21.00.02.43
communities.bentley.com/.../FundamentalLiftingTest.std
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RAM connections
Hi,
is it possible to take copy & paste Load combinations from excel to RAM conections
( I m using RAM Connections v13.1 Standalone product)
by
Mohamed Riaz
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L-Shaped Mat Footing modeling, Analyze & Design in SFA-9.3???
How to model, Analyze & Design L-Shaped Mat Footing communities.bentley.com/.../L_2D00_Shaped-Mat-Footing-in-SFA_2D00_9.3.pdfin SFA-9.3???
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ram connection
while i am working on some connection
n design i got this " yellow ratio " and it tells there is a warning , but i dunno what is this warning about or how to fix it !
how to find the reason behind this warning ?
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RAM Concept - Live Load Reduction
Hello,
I am using RAM Structural System with RAM Concept to design a concrete transfer slab. I am supporting 5 stories of wood floors above. When I use the manual's method to check LLR parameter for design strips I do not see anything (see images).
Does this mean I am doing something wrong, or that no live load reduction is being used?
I am under the impression that for a design strip, RAM Concept will take the full live load, and reduce the "reducible live load" portion based on the design strip. Is this correct?
This would often result in very low LLR for typical sized bays. Does this seem right (a 35'x35' bay would have a reduction of about 84% based on influence area)?
If a line load representing a wall is supporting 4 to 5 floors, there is a feeling that the live load should be more significantly reduced. Can you provide insight on this?
Imported wall loads from RAM SS have bizarre value, often different at ends (sometimes significantly). Can you explain this anomaly? How can I model walls above to maintain a direct load path?
I have seen in videos that column live load reduction factors should be manually applied. Should this be done in RAM SS and ignored in Concept?
Finally, is the program default of 40% maximum reduction a sufficient setting (meaning I do no have to specify trib area, influence area etc, although I assume I can override using these parameters
as needed).
Also, is this method of design well suited for the podium structure? I have seen some tech notes but I would appreciate some deeper insight. Your pages say it cannot perform two stage analysis, but can lateral design of the concrete only be performed? is there anything about the gravity framing I should be concerned with? or any other considerations?
I apologize if this is long-winded, I am still trying to master this integration.
Thank you in advance for your guidance.
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RAM BRB Frame Model Anomaly
Hello,
I have modeled a steel framed structure with BRB's as the lateral elements. The building has multiple levels, including intermediate mezzanine and a low roof level. To ensure transfer of lateral forces from the mezzanine and low roof, secondary braces have been added and the connecting members changed to lateral members, as needed.
The model was initially run without the "secondary braces" and their connecting elements with reasonable, or expected results. By adding the "secondary braces" and pinning the major and minor axes of the bases of their respective columns. (See Frames 3, 5, 6, and 8 and their column bases at nodes 126, 127, 128, and (121 and 116), respectively.) By doing so, the columns of all of the frames exhibited rather large DCRs. Some up to 10.0, or larger. These results did not seem to be reasonable.
The model was run again, with the only difference being that the bases of the "secondary brace" columns being fixed for all conditions.By doing so, the DCRs of the frame columns dropped significantly. Only the columns attached to the "secondary braces" exhibited DCRs greater than 1.0. However, they were less than that of the pinned base condition.
Could you please advise as to why there would be such a great disparity in results?
Also, would the "secondary braces" be necessary? Could the levels with no lateral elements have their masses simply added to tone of the adjacent floors?
Thanks in advance,
Joe Logue
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Start Modelling in RAM Concept
Hi there,
Since I usually create floor models at tender stage, is it possible to start modelling floors in RAM Concept and then export to RAM SS to design verticals?
Regards,
Sohrab
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Steady state - different loads at different forcing frequencies
communities.bentley.com/.../Sag-Mill-Foundation-STEADY-STATE.std
The technical reference is pretty lean on the steady state analysis comment (that's being generous to the TR). Is it possible to have loads acting at difference forcing frequencies? My attempt is below but I get an error with respect to double joint loads. Also, is there any plan to clean up some of the typos in the tech ref on steady state, and possibly add some additional instructions on using the command. Finally, I'm also getting the absolute strangest graphs for steady state results that clearly don't line up.
PERFORMSTEADYSTATEANALYSIS
BEGINHARMONICFORCE
FREQUENCYFLO1FHI90NPT2MODAL
HARMONICFORCEDAMP0.01
JOINTLOAD
5461FX5.35FY36FZ6.45
5462FY8.6FZ2.4
2878FY22.1FZ1.35
3286FX5.35FY22.1FZ2.75
AMPLITUDEX
0065.5065.52180.69180.71
AMPLITUDEY
0065.5065.52180.69180.71
AMPLITUDEZ
0065.5065.52180.69180.71
JOINTLOAD
5572FY10.4FZ10.41
5573FY9.1FZ9.1
AMPLITUDEX
003.5903.614.4314.4407.907.9219.7519.760
AMPLITUDEY
003.5903.614.4314.4407.907.9219.7519.760
AMPLITUDEZ
003.5903.614.4314.4407.907.9219.7519.760
PRINTHARMONICDISPLACEMENTLIST287832865461546255725573
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Software Training
Hi Team,
It is really appreciable and impressive the way this Forum is providing and solving the issues from clients. I personally felt very helpful.
I also want someone to train me on this STAAD Pro and related software, like STAAD Foundation, RCDC, and RAM Connect.
As I am already a STAAD pro user, I know the basic and few advanced options of this. I need to have training on Unusual / Very Complex Structures, with a complete example. Starting from modeling till design of each connection.
Kindly let me know is there anyone who can train me.
I will be waiting for your valuable feedback.
Thanks
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RBE3 elements in NASTRAN - is there a STAAD equivalent?
RBE3 elements are used in NASTRAN to distribute mass and applied force from a single node to multiple points WITHOUT introducing additional stiffness. It is implemented in NASTRAN as a SINGLE DEPENDENT NODE whose displacement is an average of MULTIPLE INDEPENDENT NODES.
Is there an equivalent element in STAAD?
If not a dedicated element, is there a way to implement this logic in STAAD?
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Modelling of slab supporting on piles
Hi guys,
I am modelling a slab supported on piles, the piles are actually tension piles to support upheave beneath the slab. I model the slab using plate elements and use vertical restraint node support at where the piles are located. The issue I am facing here is that, the out-of-plane shear will be very high, especially at those localized area and also closer to the edge of slab. I think that those shear is not realistic. I have read somewhere that, modelling some dummy members might help but I am not sure how to do it or if there is other methods to resolve this issue. There is no beams in the structure, only slab and piles. I have included a few snap shots of the loading conditions and out-of-plane shear results. I am pleased to attach my staad file here too. communities.bentley.com/.../1261.Launch-chamber.STD
Best regards,
Ze Yang Lee
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Horizontal component of PIN SUPPORT in a gravity loaded system
Good day, guyz!
I am modelling a simple rectangular SPACE frame with pin supports on 4 corners.
The loading were all gravity loads, that means it is all vertical directions.
STAAD reaction results comprised of vertical and horizontal component, which I found justifiably.
The reaction only justifies what is the true behavior of the system in a real world.
But my supervisor insists that if loads are all in vertical direction, reaction shall have no horizontal components.
Does anyone can explain technically how does the horizontal component of the reaction were generated?
Thank you very much.
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Spring Support Representation for model with "SET Z UP"
Hello guys.
Have a puzzling question about spring support in STAAD with SET Z UP model:
1. Why does the spring support representation were shown upside down.
2. Does this affects the reaction results of STAAD?
Thank you very much in advance!
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RAM Concept Design Strips & Pile Caps
Hello,
I have a slab supported by pile caps as well as columns and walls due to having to drop some pile caps. This is a situation I have not dealt before when it come to laying out design strips.
Please let me know if my approach and settings are sensible. I have uploaded my model using the Secure File Upload Tool.
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Effective length factor for columns of one floor is too high
Sir,
I attached a STAAD model. After analysis of this model I go through the design of columns with RCDC. Effective length factor calculated by RCDC is attached in paint file. For ground floor this factor is very high for one axis of every column. Why?
Is here any mistake by me in STAAD model?
or any mistake by me in design by RCDC?
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Does a Graphic card have a direct affect on the speed of a STAAD structural analysis?
My user went from a 8 year old desktop with dedicated video card to a new laptop with onboard card. His old system was running analysis on a test case sub-10 minutes , the new system 18 for ss6 and 23 for CE!
Any suggestions on improving the speed?
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Opne staad section properties for WEB TAPERED
the below code uses GetSectionPropertyValuesEx which is not working .
refering to the previous thread
"prop" array is still not getting populated
the description of this function in excel object browser is
Function GetSectionPropertyValuesEx(varProfRefNo, varPropType, varPropValues)
second argument " varPropType" for that used GetBeamSectionPropertyTypeNo
the updated openstaad manual also doesnt cover this .
could someone please highlight where i am wrong ?
*****************************************************************************************************************
Sub webTap_secprop()
Set OS = GetObject(, "StaadPro.OpenSTAAD")
Set OSGeometry = OS.Geometry
Set OSProperty = OS.Property
'****************************
Dim SelBeamsNo As Long
Dim SelBeams() As Long
'Get the application object --
'Get no. of selected beams
SelBeamsNo = OSGeometry.GetNoOfSelectedBeams
'Reallocate
ReDim SelBeams(SelBeamsNo - 1) As Long
OSGeometry.GetSelectedBeams SelBeams, 0
For i = 0 To (SelBeamsNo - 1)
'get section properties of tapred section
Dim Fone As Double, prop(0 To 6) As Double
Dim lBSPropertyTypeNo As Long
Dim lBSPropertyrefNo As Integer
lBSPropertyrefNo = OSProperty.GetBeamSectionPropertyRefNo(SelBeams(i))
lBSPropertyTypeNo = OSProperty.GetBeamSectionPropertyTypeNo(SelBeams(i))
OSProperty.GetSectionPropertyValuesEx lBSPropertyrefNo, lBSPropertyTypeNo, prop
Next i
End Sub
*****************************************************************************************************************
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Sensitive Equipment Vibration in RAM SS
I am involved in a project with sensitive equipment. With the updates in DG11 and FloorVibe, I saw that you can now do this in RAM.
My preliminary analysis is giving results that are far higher than expected. It would be beneficial if someone were able to discuss the model with me to make sure I am not missing an option and that I am performing the analysis correctly.
Thanks,
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