Please refer to the following picture which explains the process to generate Auto Load combination as per Euro code.
↧
RE: load combinations with euro code
↧
RE: load combinations with euro code
Great thanks dear .. last question ,, seismic definition (static ) can't be performed by EURO code .. is this process is allowed or only in Response spectrum definition ..
↧
↧
load combinations with euro code
how can I create an automatic load combinations with Euro code ?? if not ,, who knows a code has the same combinations in Euro ?? staad can check with Euro code and can't generate load combinations with Euro ??!! Thanks in advance ..
↧
RE: load combinations with euro code
Seismic analysis can be performed only as a Response Spectrum Analysis as per EC3. Static seismic method is not implemented.
↧
RE: BEAM BMD & SF DIAGRAMS FOR ENVELOPE
This one an issue of STAAD.Pro SS5. Please upgrade to build 20.07.11.82 where this issue is resolved.
↧
↧
RE: STAAD Technical Query
Can you please elaborate the answer with fully manual calculation and mainly area of reinforcement because i used same parameters(Fck & Fy) for in manual and software so why the values for both is different
↧
STAAD Technical Query
Dear Sir,
I calculated bending moment and steel using Staad ProV8i for the single span fixed end beam for the following data.Using IS 456-2000 Indian Code.
Size of beam- 0.3mx0.3m
span of beam-7m
End conditions-fixed
Uniformly distributed load-20 KN/m+self weight
Load case taken -Dead load only
Result:-
Staad Pro Theoretical value
Bending moment (KN-m) -90.326 -91.875
tensile Steel (mm sq) 1073.54 594.469
Compressive steel(mm sq) 1760.46 501.856
Total Steel(mm sq) 2833.54 1096.325
Now my query is
1)why there is large difference in the values of Staad Pro with the theoretical.
2)why there is a large difference in compressive and tensile steel compared to theoretical value
Kindly Send the reason for the variation as I am publishing this in paper.
↧
BCF - web compression buckling check is missing
Dear Admin,
In the RAM connection design report for BCF type of connection, web compression buckling check in accordance to: AISC 360J (eq. 10-8) & DG4 (eq. 3.26) is missing.
This should be check wen both column sides are with moment connections with gravity load @ section with flanges in compression.
Please find attached document.
Regards,[View:/cfs-file/__key/communityserver-discussions-components-files/5932/BCF_2D00_-web-compression-buckling-check-is-missing.pdf:940:0]
↧
Bolt tension capacity
Dear Admin,
If use fasteners from BS bolt table and use AISC for connection design, RAM will caculate bolt tension capacity as per BS5950 not AISC. [View:/cfs-file/__key/communityserver-discussions-components-files/5932/Bolts-tension-capacity.pdf:940:0]Is it possible to combine different tables end standards?
↧
↧
RE: Associating the RAM SS project file through cloud services
Start a new Ram SS file. Do you get as far as seeing the Assign Project dialog box?
Are there any project listed in the view for you to select? Does the crash happen after selecting one of them?
Do you have any other Bentley CONNECT edition products to cross test?
↧
RE: forgot password
Is this your password for SELECT services, like the software fulfillment center, or something else? Did you try the same password you used to sign into Communities?
If that's doesn't help, send me your contact details and I'll submit a service request to have it updated.
If that's doesn't help, send me your contact details and I'll submit a service request to have it updated.
↧
forgot password
Gud eve Sir/Mam
I forgot my password..i already click the forgot password,but no email send to my email to reset it..pls help me..
↧
RAM Connection Column Splice - Demand Calculation
↧
↧
RE: Accidental torsional moment vs. natural torsional moment staad
Sye,
Great explanation as usual. That is what I was thinking and thank you for explaining and confirming my thoughts.
I am running both equivalent lateral force procedure and modal spectrum analyses and I can not find a good explanation for the factor assigned after the direction for the spectrum definition.
For example:
The number that comes after the direction "Z" below is default at 1.0. If I run with 1.0 I get unrealistic results. is it supposed to be at 0? and when does it need to be 1.0 or otherwise.
LOAD 5 LOADTYPE Seismic TITLE DYNAMIC Z
SPECTRUM CQC Z 1.0ACC SCALE 32.2 DAMP 0.05 LIN
0 0.3908; 0.04 0.604102569832402; 0.08 0.817405139664804; 0.1 0.924056424581005;
0.10992835209826 0.977; 0.5496417604913 0.977; 0.7 0.767142857142857;
1 0.537; 1.5 0.358; 2 0.2685;
2.5 0.2148; 3 0.179; 3.5 0.153428571428571;
4 0.13425; 8 0.067125; 8.5 0.0594602076124568;
9 0.053037037037037; 9.5 0.047601108033241;
PERFORM ANALYSIS PRINT MODE SHAPES
↧
RE: How to get thickness wise plate weight (Take off) in STAAD Pro.
The tapered I section is considered in STAAD.Pro as a single entity and the take off would report the weight of the entire cross section. There is no way to get the weight of the individual plates reported thickness wise.
↧
RE: Accidental torsional moment vs. natural torsional moment staad
This is commonly referred to as the direction factor and is basically a factor that is applied on the input spectrum data, in addition to the scale factor. A factor of 1 would mean that the spectrum values you have input, after being multiplied by the SCALE if any, are the actual acceleration values and no further modification is required. You would always use a positive non-zero value and NOT zero. Some design codes like the ASCE require the response spectra, generated based on the code equations, to be further scaled in a certain way ( for example section 12.9.2 of ASCE 7-10). If such modifications are required, you may account for these by using the direction factor. For example to scale the spectrum data as indicated in 12.9.2 you may use a direction factor of Ie/R. Another thing that you need to ensure is that, the value you are using for SCALE is consistent with your input units. For example, if the spectra is in terms of g and your input unit for length is feet, using 32.2 as SCALE is appropriate but if your input unit for length is inch, the value would be 386.
On a different note, the following page contains a collection of wikis related to response spectrum and you may find it useful too
↧
Accidental torsional moment vs. natural torsional moment staad
What is the fundamental difference between the Accidental torsional moment vs. natural torsional moment in STAAD?
Accidental torsional moments do not need to be considered if the diaphragm is flexible but, what is the natural torsional moment?
Also, how does STAAD handle the inherited torsional moment effects? is it being taken care of into the stiffness matrix itself where loads are being distributed?
Thank You in advance
↧
↧
RE: Wind load on Open Structure
In case it helps, the following wiki will point you to the appropriate sections of the help that deals with wind load generation
↧
RE: Analysis
Thanks for the kind words.
↧
Analysis
Helo Sir/Mam
Im beginer of using Staad pro v8i ss6
my model is finish 12storey building
I have problem in analysis and design output..i can view only the 1st line til the 2400..
finish..
↧