I just tried using the export option in RAM SS and was able to export the data to Excel easily enough, but it doesn't seem that beam reactions (something that would be incredibly useful to be able to export, sort, and filter) are in the items available to export. Am I missing something here? If not, is there a workaround for getting the reactions out of RAM SS other than the DXF export, Floor Map, or the report? I'd prefer to get the data into Excel so I could quickly sort it into the max reactions for each beam depth.
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Exporting Reactions from RAM SS to Excel
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How is property definition used
Dear All,
I'm asking a very rudimentary thing. When we define property, How does staad use this? Does it only account for weight calculation? How does it account the stiffness of members? It seems to me staad accounts individual member stiffness's for their respective deflection instead of the structure as a whole. I did single line model of a portal pier frame with a stiff pier and given the size as 11m(wide) and 1.5m(thick). Even then it showed deflection of the piercap over the pier shafts which shouldn't. Logically deflections should be beyond the edges of pier shaft.
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Response Spectrum Analysis of any Site Specific Spectra
Hi,
I have to perform a Response Spectrum Analysis and Structural Design of a horizontal vessel structure in STAAD with following information:
CODE - Indian Codes for seismic and structural (IS1893, IS800-LSD)
RESPONSE SPECTRUM ANALYSIS (RSA)
It is a site specific spectra provided by Client in form of - Frequency vs Sa/g.
MY QUESTION:
1. Should I convert the Frequency vs Sa/g to ------> Time vs Sa/g (Generic Spectrum) and use it in RSA.?
2. Since it is a Generic Spectrum----- Do I have to multiply the values by 9.8 (g) so as to use it in RSA.?
3. Any other scaling factors to be used ?
STRUCTURAL DESIGN
The Horizontal Vessel is long and is supported on Saddle supports (6 saddles & 6x2=12 support points). Further saddles are supported on Framed Supporting Structure (beams & columns).
Out of these 6 Saddles, 2 are fixed and rest are Sliding.
MY QUESTION is
1. I have modeled the Horizontal vessel + Saddle + Supporting Structure. How to model the Sliding supports i.e. Joint b/w saddles and supporting structure (refer marked sketch)
Any help is appreciated.
Thanks in advance.
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Moment release in secondary beams
Dear friends,
while releaseing the moments in the secondary beams , i have observed that beam steel has been increased in the supporting part of the beam i.e., at the junction of column and beam ,
why do we need to release the moments , is moments release really necessary in designing the the steel for a building.
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whether I should consider the equal & opposite forces in X direction or Z direction.(X & Z are co planar axes in which four points lie)?
we've got 4 points and a moment about axis perpendicular to plane of four points at center point of square.Whether I consider two equal & opposite forces in X direction or Z direction it will have same effect of moment.
Kindly let me know whether I should consider the equal & opposite forces in X direction or Z direction.(X & Z are co planar axes in which four points lie).
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regarding steel building design
dear sir/mam
i am working on college project , and designed a peb structure when i am analyzing the structure its giving the exception(access violation ). i tried the solution of adding MEMORY 100 in starting of the fille from this community but it is still not working please look into it, fille is attached with this,
i am using ss5 communities.bentley.com/.../founsation-design.std
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Same Load Combinations in Different Load Envelope
In STAAD.Pro why can't the same load case / combination be used in different load envelopes? A warning in the output states that the same load cases are used in multiple load envelopes. If this does occur what is the impact on the results, if any? Isn't one of the uses of load envelopes used for viewing/filtering post-processing results? How would having the same load case in multiple load envelopes impact viewing/filtering post-processing results? This isn't clearly stated in the Help manual.
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Story/base shears in modal analysis
I'm running a model with a site specific spectrum. When I compare the dynamic results to the ELF results, the modal story and base shears are 5 to 7 times the ELF story/base shear values. I'm thinking that there is a scaling function somewhere that I'm not seeing, or that there is an issue with the site specific spectrum data. I've looked back at the site spectrum and it appears to be correct. Is this a typical error? Please provide some feedback for where this discrepancy may be coming from.
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Post-tensioning Estimate takeoff
Hi There,
What is the assumption that RAM concept is using when calculating the PT takeoff weight?
In the estimate report is mentions "materials". I'm curious does this include:
- Steel block/wedge at live end
- Spiral anti-burst reinforcement
- The actual duct itself
- Obviously the PT cables I assume are accounted for.
If the above is included, is there any way to determine what the weight of just the cables are in isolation?
Thanks in advance.
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LIMCON AS 4100
Hi everyone,
I am using LIMCON V3.63.2.4 to do a a check for Slotted HSS bolted to gusset plate in AS 4100 code as below:
Can anyone explain how we can get these values in highlighted circle like that since I wanna double check by excel spreadsheet? What is the formula behind that for shear lag factor?
I can self-explain other values in the report but can not figure out how we can result in these 3 values?
Really appreciate you guys for great help.
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Wind load not applied properly
Hi Engineers,
I have modeled a truss structure , in that model wind load is not applied properly../
i have attached model below for reference.../
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Imported columns from dxf not shown at "Base" level in column design module
I imported grids, labels and columns from a dxf file following the instructions. Everything was imported correctly, though some of the grids were split out (this model has both ortho and radial grids).
When I go to the "base" level in the column design module, I see the grids, but no columns. Usually the columns will show up on the base level. The columns are also being reported with coordinates not the grid labels.
Any ideas to fix this? Is there something wrong with the way the columns are modeled? The lengths in the column design report are correct.
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MAT FOUNDATION IN RAM CONCEPT
Hi everyone. I am fairly new to RAM. I was trying to export my mat foundation from RAM SS to RAM concept. I checked everything to be exported to RAM concept including columns, beams, loads, etc. However, my column does not seem to appear in RAM concept and the mat is probably unstable without the column.
I tried to play with the footing elevation but it didn't lead to anything fruitful. I could try to model the columns in RAM Concept but that beats the purpose of having all these modules interconnected.
Thank you.
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Ram Connections was able to generate detail report with equations. Does anyone know if this feature is still there?
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Allowing a structure to slide in a direction like a roller
I am wanting the end supports to slide in the -x direction instead of put stresses into the beam system. How do I change the staad model to allow for this?
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RAM SS Frame Beam Axial Load
Hello,
I am running my steel design and seismic provisions in the Frame Module and I am getting an odd output for the beam design. I have BRB frames in a K-Brace configuration. When I click view/update I get the following output:
Beam Parameters
Story: Level 2 Frame No: 2 Member No: 36
Fy (ksi): 50.00 Size: W21X93
Frame Type: Buckling Restrained Braced Frame
F4.3 Non-V and Non-Inverted V-Braced Frame Unbalanced Forces
Beam must be designed for unbalanced brace axial horizontal force component on beam ends.
F4.5a Basic Requirements (D1.1 Highly Ductile) --- OK
Flange b/tf = 4.53 Limit = 7.22 OK
Web h/tw = 32.31 Limit = 35.88 OK
Note: Beam axial load from F4.3 Analysis not determined; Web h/tw limit assumed to be 1.49 sqrt(E/Fy).”
Verify brace properties with the brace manufacturer prior to finalizing structural design.
Is there a reason that RAM does not calculate the unbalanced brace axial horizontal force component on the beam? If so, is there a way to turn it on to design the beam for the axial load?
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RAM STRUCTURAL SYSTEM
HELLO,
I WOULD LIKE TO ASK HOW TO CHECK SOFT STORY, STIFFNESS CHECK AND DRIFT CHECK IN RAM STRUCTURAL SYSTEM.
THANK YOU
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Hi, If I buy one Limcon license, are you going to give product support over the years
Hi, If I buy one Limcon license, are you going to give product support over the years
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Problem in creation of surface mesh
Hello,
I am trying to create a surface mesh every time found the a problem. please have a look on attached image.
please help me how to do this.
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Interaction value for user table channel property is too high
Hi Engineers,
I have modeled a canopy in that i have u channel created in user table is used as property../
but that property interaction value is too high why???
i have attached model below.../
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