Attached is the verification manual of EUROCODE isolated footing in staadpro foundations advanced.
In one way shear check for footings,how is the Crdc value calculated as highlighted below?
The basic formula is 0.18/concrete factor of safety=0.18/1.5=0.12,but in design it is considering 0.156.(0.18/1.15 hope it is taking factor of safety of steel).
It will make big difference in shear calculation in case of allowable values which are kept closer to actual.
Please check and confirm.
I have a shear wall that has section cuts failing right at the corners. When I look at the forces in the failing section the shear is 760 kips and then right next to it is a passing section cut with a shear force of 240 kips. This is a very large force jump. The story below has a similar section cut and has a shear of around 300 kips. How does RAM Concrete determine the force in the section cut. Which force is accurate to design additional reinforcement for?
Does RAM Elements have an API similar to DataAccess, or is ISM the only way to transfer information into/ out of the program? Thanks.
Hi,
I am trying to generate loads using a curved roadway in STAAD Beava, but am getting an error saying 'ERROR: the lane length=0!'.I dont see any option to set the lane length. My model seems to work ok when using a straight roadway. Does anybody know how to fix this? My model is attached.communities.bentley.com/.../Str2_2D00_xy-plane.std
HI , IS ANYONE KNOWS HOW PUT NODE (PUT JOINT) TO INTERSECTION OF TWO BEAMS WHICH ARE UNEQUAL IN LENGTH (CAN NOT PUT NODE TO MIDDLE AS INTERSECTION IS NOT IN MIDDLE)
)
I have a question regarding Wall group forces in RAM SS. How does RAM calculate Torsion in its Wall Group Force. I am not able to find this information online or in the manual. I am working on a gym, with plan dimension 100' x 60' and 30' high walls and i am getting high values of torsion. Its a simple rectangular building, there is no irregularity in the building. If I did it manually i would only consider Shear and Moments, but now I have torsion as well.
Thank you,
Day
Hi
When defining Ancillary Block, we need to input a value for "Ang", which is "Bearing of the ancillary, the clockwise angle between north and the negative “x” axis of the ancillary". What is the definition of "Bearing" and how it affects the analysis results?
Kind Regards
Hi To All,
I know that there are queries about the RIGID LINK before somewhere on this community, However, as much as some of the experts here can expound more on the mathematical aspect of modelling this in STAAD, I am more inclined in knowing ;
(1) How do we detail it on drawings. Or perhaps try to translate that mathematical expression into something tangible and useful for the draftsmen or to the one who will build it on site.
(2) How to ensure or to check (validate) that what we conceptualized as a RIGID LINK is captured once we do it on the drawing board.
Perhaps someone can share their parametric model with this RIGID LINK and then have a sketch on how would it be look like in a detailed design drawing.
Thanks
Vergel
Hi everyone,
I have a created a STAAD Model wherein Foundation is modelled a Plates.
If you open the attachment, Foundation are combined and others are eccentric.
My question are these:
1. Is this method OK. We don;'t have license for staad foundation so we opt to use this.
2. Is there a way to check for the stability of the foundation?
Notes:
1. Please disregard around 53 warnings . Those are from plates modeled above.
2. Running time is a bit long. It still haven't finished running (now is almost 5 hrs).
I will update this post after analysis is finished.
Thank you in advance.
I would really appreciate if you can reply. @Sye
communities.bentley.com/.../RMC_2D00_CM01_5F00_FEMFdn_5F00_All.std
Attached is the verification manual of EUROCODE isolated footing in staadpro foundations advanced.
In one way & two way shear check for footings,how is the Crdc value calculated as highlighted below?
The basic formula is 0.18/concrete factor of safety=0.18/1.5=0.12,but in design it is considering 0.156.(0.18/1.15 hope it is taking factor of safety of steel).
It will make big difference in shear calculation in case of allowable values which are kept closer to actual.
Please check and confirm
I already selected the member with auto form and m1 appears but error comes out. it is just one column fixed and pinned supports
This is the first time this has happened to me, but point loads that I placed on a beam in the RAM modeler are not acting on that beam when checked in the beam/joist module. However, they are acting on a different beam along the same construction grid line. The image below shows the beam in question as well as the two problematic point loads (all circled in red).
When I go to the beam design module and view the beam's load diagrams, this is what I see:
P1 & P2 are correct. However, P3 should not be there. When I delete the two circled point loads and recheck this beam, P3 disappears. When I add the point loads back in, it shows back up on this beam. Additionally, the point loads are not showing up or impacting the beams they are actually located on.
This has led to the beam in question "failing" even though without that point load P3, it might be fine. It has also led to the beams with the actual load not being analyzed for the applied loads.
Any help or recommendations would be appreciated. I have tried deleting and re-adding the beams and point loads several times with no luck.
Hi,
I would like to know if it is possible to obtain beam joint locations as an excel file. I do not see anything in the beam module>reports tab.
Let me know thanks,
Eric
Hi I am a civil engineering student who in his first time is using the software for an assignment.
I have input all the member properties and node properties, and the point load, however when I try linear analysis an error message comes up saying that analysis has failed.
Below is a picture of my truss:
Thank you for your help in advance.
i tried to design a gable frame on staad pro but after modelling and analyzing when ever i check the bending moment of some members it draws it in the BMD in the shape of a propped cantilever and some in the shape of cantilever. after analysis i am getting over 5000 warnings
communities.bentley.com/.../practice.zip
please any solution?
Hello,
I have two story steel frame building to design. The roof and second floor system includes composite steel deck spanning over Open Web Steel Joists that span to Gerber Girders resting on HSS columns. When I assign floor loads, I will like to see my load getting distributed from deck to the joist that carry the load to Gerber girders. For some reason the software is not able to recognize that. As you can see in the attached file, for High roof, the software is not distributing the load to joists and directly carrying to steel girders.
Please advise how can i achieve correct distribution?
Thanks,
Let's Say i have 3 Staad Models opened and i am calculating Total support Reaction via OpenStaad , by default staad is giving me reaction of First model opened , i want my program to give warning for Multiple Instances and option to select one Model from List for Openstaad Results Extraction. Any sugggestion about this Problem?
Hi..
Would be grateful if someone can point out to why are there no axial tension on the batter piles of the attached model, using the response spectrum method?
I have already included all possible directional permutations.
communities.bentley.com/.../1207.Problem.std
YC
Hello forum,
I have one doubt regarding defining the seismic weight / lump mass / joint weight under the seismic load definition.
What is the purpose of adding selfweight under seismic definition as highlighted in attached image
IMO, it indicates the mass of structure members which is capable of accelerating all direction, results in seismic load on structure itself. And hence selfweight should not be included in the load combination used for Joint weight calculation.
Am I right?
WE HAVE ISSUE IN RCDC BEAMS. The RCDC ONLY RECOGNIZE SPANNING BETWEEN COLUMNS AS A MAIN BEAM BUT IF TWO BEAMS ARE CROSSING EACH OTHER AND WE WANT TO TREAT ONE BEAM AS MAIN BEAM AND OTHER AS SECONDARY BEAM THEN HOW CAN WE DO IT?