Yes STAAD can design T sections. This is documented under Section 3.2 of the Technical Reference > American Concrete Design > Section Types for Concrete Design.
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RE: T Beam in STAAD PRO
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RE: fundamentals period T
Thanks so much, Sye. I almost clea up my confusing.
Some questions:
Q1: Where did you get the T= 4.583 in Rayleigh method?
Q2: Based on the calculations you showed, does the T in x and z shall be the same? I cannot figure out what the differences are in Table 12.8-2 as for X or Z directions?
Q3: This is a bridge. Is STAAD Pro followed the AASHTO C4.7.4.3.2c?
I appreciate your help.
Sincerely,
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RE: fundamentals period T
Thanks so much, Sye. I almost clear up my confusing.
Some questions:
Q1: Where did you get the T= 4.583 in Rayleigh method?
Q2: Based on the calculations you showed, does the T in x and z shall be the same? I cannot figure out what the differences are in Table 12.8-2 as for X or Z directions?
Q3: This is a bridge. Is STAAD Pro followed the AASHTO C4.7.4.3.2c?
Please advise. I appreciate your help.
Sincerely,
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fundamentals period T
Hi,
Would you please show me how the STAAD pro calculate the fundamentals period (T) for static earthquake loading? Please see the attachment for my bridge model. Thanks,
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RE: Displacement results using FEM in Staad
For member analysis, Staad solves the stiffness matrix to first determine the displacement and then its corresponding forces.
The displacement calculated at any intermediate location of that member ( in between two nearest nodes ) is done by the "Moment Area method" . So, by taking the computed displacement, the corresponding intermediate forces are thereby calculated by simply solving the equilibrium condition.
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RE: STAAD Foundation Analysis Problems
A quick view of the deflected model indicates that the model is not under equilibrium. There has been a huge uplift. You can zip the model and upload it. We can fix the problem.
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RE: AREA LOAD and FLOOR LOAD
Greetings Kris.
Any developments in this matter?
Regards.
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AREA LOAD and FLOOR LOAD
Hi Good Day STAAD GURUs
My questions are:
1. When using the AREA LOAD or FLOOR LOAD to represent the load beeing carried by the slab does STAAD automatically convert those loads to equivalent loads and then automatically impose those equivalent loads to the beams bordering the slab? or do i have to manually solve for the equivalent load then manually impose those loads (from the slab) to the beams. Actually thats what our instructor taught us, manually solve the equivalent load then put in on the beams supporting the slab. but doubt it
2. On the command "selfweight -1" does that selfweight include the weight of the slabs even if the slabs were simply modeled as plates?
ex: ....
meter kn
Element Incidences
1 1 2 3 4
Element Property
1 thickness 0.15
3. Attached file shows how to correct improperly connected plates. We added nodes 9 and 10 to beam 1 4 supporting plate 1 to correct the improper connection of plates 2 and 1. Just for discussion purposes lets us consider PLATE 1 before we break it into 3 plates as a TWO WAY slab. After breaking it to 3 slabs, the resulting plates from plate 1 are plates 3 4 and 5. Sir/Ma'am if i'm gonna load these slabs using FLOOR LOAD / AREA LOAD. Do i have to load them individually as one way for plates 3 and 5 then two way for plate 4? or should i just apply the floor load over these plates?
Thanks a lot
Mac[View:http://communities.bentley.com/cfs-file.ashx/__key/CommunityServer-Discussions-Components-Files/5932/3034.improperly-connected-plates.doc:550:0]
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Imperfection Analysis in STAAD
Greetings.
To the best of my knowledge, the procedure of specifying a member imperfection in STAAD is by using the member specifications tab. (Imperfection 1)
This allows one to specify a member imperfection, only in one specific member axis.
Now, the member imperfection thus assigned remain unchanged for the specific STAAD model one is working on.
There also seems to be a option to specify imperfection as a Load Case, which practically takes us no where. (Imperfection 2)
Now, my question is what should one do to specify member imperfection in one local axis, for one load combo and a different local axis for a different load combo.
To elaborate, if I have horizontal loads in both x and z axes (with y up) an imperfection for a member specified along x axis will govern design for a horizontal load along that axis. Likewise, an imperfection specified along z axis will govern design for horizontal loads in z axis.
When the provision in STAAD is to specify member imperfection as a member specification that remain unchanged for the model, how can I account for the imperfection in the orthogonal axis?
In RSTAB, the provision is to specify imperfection as a load case rather than as a member specification. (Imperfection 3)
I can then define a load combo combining member imperfection as a load case and the appropriate horizontal load as another.
Is there a provision is STAAD to achieve something similar?
If the question has not been clear, I shall be happy to write something more elaborate.
Thanks.
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RE: STAAD Foundation Analysis Problems
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RE: STAAD Foundation Analysis Problems
There is also a chance the value of soil subgrade modulus is comparatively low.
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RE: ***WARNING - Instability at Joint 253 Direction=My
You can get general information on Instability and Zero stiffness in the FAQ section:
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clarification of IS:801
How to apply KX,KY,KZ & LX,LY,LZ for IS:801. How to Implement Effective length for divided members.
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RE: clarification of IS:801
As your issues needs considerable investigation, I would suggest you to create a Service Request for this issue and our Technical Support Engineer will get back to you.
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RE: IS:801 design examples
As your issues needs considerable investigation, I would suggest you to create a Service Request for this issue and our Technical Support Engineer will get back to you.
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RE: IS:801 design examples
Please find one example as attached.
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RE: clarify
Please follow the suggestion provided in discussion:
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clarify
Pls find the attachment. In IS:801 design the output result is comes in that way. How to solve this problem.
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RE: T Beam in STAAD PRO
Thanks , in the fig2 the beam must be designed as T section , but when STAAD pro designs it as rectangular section ,why? and how can i model beam and slab together as first fig. ?
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RE: STAAD Foundation Analysis Problems
I attached my file in my original post as Example.zip. I will go ahead and try the self weight command.
In reference to the soil subgrade, the geotech report instructed using 150pci.
Thanks for the help.
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