Dear moderator,
As I can see, beam splice (BS) connection is available in BS5950 list pf connections, but I can not find same type of connection as per AISC.
Is it possible to design this type of connection as per AISC?
Best regards,
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Beam splice connection AISC
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RE: STAAD.Offshore Weight Factor
Carlos - thank you for the response. I'm using US units in both applications. I've included a few screen shots of results of a simple case I was running to try to solve the discrepancy:
Gravity case in STAAD.Pro (Total Fy = -11.757 kips):
STAAD.Offshore Input Parameters:
STAAD.Offshore Results:
My intent in running this case in STAAD.Offshore was to replicate the effects of gravity on the structure. As you can see, the resulting STAAD.Offshore load (12,450 lbs) was approximately 6% higher than the resulting STAAD.Pro weight (11,757 lbs).
I tried running an identical case on a heavier and more complex structure, and the resultant STAAD.Offshore load again worked out to be approximately 6% higher than the STAAD.Pro load.
I would appreciate any help in solving this. Hopefully the above examples help to clarify the issue I'm having, but please let me know if I can provide any additional information.
Best regards,
Eoghan
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STAAD.Offshore Weight Factor
Hello,
I'm trying to get an understanding of a weight discrepancy between my results in STAAD.Pro and my results in STAAD.Offshore. When I run a simple gravity case for a structure in STAAD.Pro, I get a resultant weight as a sum of the y-reactions at my supports.
Comparatively, when I take the same structure with the same supports in STAAD.Offshore, and run an transportation case setting only the heave acceleration at -1g, the resultant sum of the Y direction forces equates to approximately 1.06 times the resultant weight of the STAAD.Pro model. This has been tested with multiple structures and on multiple computers, so from what I can tell, there may be an issue with the software.
Has anyone else come across this issue? As this will affect the results in all other transportation cases that will be run, I was hoping to sort this out and align the weights prior to finalizing my analysis. I would appreciate any information that anyone could provide on the above.
Best regards,
Eoghan
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RE: Modeling inclined roof truss
Lots of options. You could use a structure wizard to get a flat truss in the model, then adjust the node elevations to slope it, or you would import a CAD wireframe file, or you could just define the node coordinates directly. If you are using the input file to create the model, check the help section 5.11 Joint Coordinates Specification for tips.
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Modeling inclined roof truss
Hi,
could you please tell me how do we model a inclined parallel chord roof truss in Staad?
Thank you.
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RE: PROBABLE CAUSE NEGATIVE DIAGONAL =>LDLT MTX Error in truss model
These type of errors generally result from modeling problems. Improper connectivity or lack of connectivity or too much flexibility could result in such errors. The MEMBER TRUSS can certainly contribute to errors like these. Releasing MY and MZ would mean that the members would not carry any moments at the start/ends but these will have the ability to carry shears. It can certainly stabilize the solution. Watch out for instabilities and zero stiffness warnings if any and check the max displacements and also ensure that the static check is satisfied. A discussion on the same topic can be found here
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PROBABLE CAUSE NEGATIVE DIAGONAL =>LDLT MTX Error in truss model
I am trying to model a transmission tower in Staad. I am getting the following error:
***ERROR - AT JOINT 33 DIRECTION = FY
PROBABLE CAUSE NEGATIVE DIAGONAL =>LDLT MTX
K-MATRIX DIAG= 3.1311426E+03 L-MATRIX DIAG= -3.8747229E-05 EQN NO 434
*** ERRORS IN SOLVER ***
This error is happening when I am defining all the members as MEMBER TRUSS.
Can someone please tell me what are the possible causes of this error?
Also will the analysis results be the same if instead of defining MEMBER TRUSS I model the elements as normal beam elements and fully release MY and MZ? Is there any way around?
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RE: Wind Load using ASCE 7-10
Depending on the structure type that you select in the Common page from inside the Wind Load Definition dialog box, the next couple of pages would show the equations for velocity pressure qz and the design wind pressure pz that the software uses. For example if you choose your structure type as Building structure, the Main Building Data would show the equation for qz which is as per equation 27.3-1 of ASCE7-10. The equation for pz would be shown within the Building Design Pressure page and it is as per equation 27.4-1 of ASCE7-10.
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Wind Load using ASCE 7-10
Hi,
I'm trying to add wind load using Wind definition with reference from ASCE 7-10.
As I check on value of the created table of Intensity and Height, I cannot prove the values if I calculate them manually.
For this, I went to look in the reference manual and unfortunately I cannot see the formula from ASCE 7-10. Available is 2002 and 1995.
Can u help me provide the formula used in the program?
This is such a big help.
Thanks,
Dave
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RE: PROBABLE CAUSE NEGATIVE DIAGONAL =>LDLT MTX Error in truss model
You do not need to use MPX 0.99. Please attach a modified model where you are using MPY 0.99 MPZ 0.99.
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RE: Modeling inclined roof truss
You can import 2D or 3D.
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How to get information about groups (member groups, element groups, node groups,..) in OpenSTAAD V8i SS6
In previous versions of OpenSTAAD (prior to OpenSTAAD V8i SS6) information about member groups, element groups, node groups can be obtained through Functions Related to Groups as: GetNumberOfGROUPS, GetNumberOfGROUPTypes, GetGROUPNamesForType, GetNumberOfEntitiesInGROUP, GetAllEntitiesInGROUP. I cannot find simmilar functions in OpenSTAAD V8i (SS6). What is the procedure to get group information in OpenSTAAD V8i (SS6)?
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RE: Beam splice connection AISC
I am trying to design splice connection type below, as per BS/AISC. Which RAM type is that one?
Regards,
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RE: PROBABLE CAUSE NEGATIVE DIAGONAL =>LDLT MTX Error in truss model
I am attaching the modified staad file. Although there are no instability warnings or negative LDLT matrix errors but I am getting more than 600 warnings. It is showing:
WARNING : THE MEMBER 3 IS NOT A TRUSS MEMBER.
THIS MEMBER HAS BEEN DESIGNED CONSIDERING AXIAL FORCE ONLY
This warning is coming for all the members. Can you please tell me how to minimise these warning.?
The modified staad file is: (Please visit the site to view this file)
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RE: i finish layout my model in Ram and suddley the layout got really small I can not do anything but is there when I try 3d views how can I get it to go back to normal?
Please try the solution outlined on the web page below:
If this does not resolve the problem, please upload your model using the Secure File Upload link at the bottom of this page and then post the file name here after it is uploaded.
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RE: STAAD.Offshore Weight Factor
The issue is down to a reduced accuracy that occurs by using 'inches' in the length unit. Whilst this may sound counter intuitive, what happens is that there is a reduced precision on the density value that gets processed and recorded in the MIC file. I would suggest that your best option is to change to use FEET as your length unit and you should be ok.
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RE: i finish layout my model in Ram and suddley the layout got really small I can not do anything but is there when I try 3d views how can I get it to go back to normal?
I just copy the level to another level and had to place all my columns back again
Dalila Bryan
Engineering Manager North Group, Metallic Building Company
dbryan@ncigroup.com
P: 832-590-1758
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i finish layout my model in Ram and suddley the layout got really small I can not do anything but is there when I try 3d views how can I get it to go back to normal?
i finish layout my model in Ram and suddley the layout got really small I can not do anything but is there when I try 3d views how can I get it to go back to normal?
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RE: Revit 17 to Ram elements
Hi Ali Ali,
The latest version of Structural Synchronizer is not compatible with RAM Elements. Here is a except from the release notes.
"RAM Elements users who utilize ISM should avoid upgrading to ISM 6.0, as RAM Elements is compatible only with ISM 5.0 or earlier. An update to RAM Elements that is compatible with ISM 6.0 is currently in development."
If you have RAM Structural System you may be able to bring the repository into RAM Structural System and transfer the model to Elements.
The latest version of Structural Synchronizer is not compatible with RAM Elements. Here is a except from the release notes.
"RAM Elements users who utilize ISM should avoid upgrading to ISM 6.0, as RAM Elements is compatible only with ISM 5.0 or earlier. An update to RAM Elements that is compatible with ISM 6.0 is currently in development."
If you have RAM Structural System you may be able to bring the repository into RAM Structural System and transfer the model to Elements.
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Revit 17 to Ram elements
I have a steel framing structure in Revit 17 which I want to export it to ram elements. I cleaned up my Revit model so I have only the steel and no other components. I created an ISM using Bentley and made sure all my elements are mapped.
However, when I try to import the ISM to ram elements, nothing is showing. So I checked my ISM using ISM viewer and all the elements are in the ISM but they are not showing in ram elements. I am using ram elements 13.4.0.177.
Is there any other way that I can transfer the steel framing from Revit to ram elements.
I attached the ISM for your review if possible.
Thanks,
Ali.[View:/cfs-file/__key/communityserver-discussions-components-files/5932/Test.ism.dgn:940:0]
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