I am currently doing a staad model of staircase using beam method (I am not using plate model). Attached is the staad model. I have a doubt if the member release assigned is correct.
I appreciate your help in advance.
communities.bentley.com/.../Staircase-2_5F00_Rev-17042020.std
When I use slab modeling with plate and meshing the plate element it creates many nodes on beams on which slab rests and in this manner beams converted in many short span beams and Bending moment results much different. What should I do so that beams supporting meshed plate analysed an single beam between supporting columns?
Is there is any learning path for RCDC FE ? I am new to the software and would appreciate it if you could suggest me some material to start with .
Regards,
Hi,
In designing RCC slabs conforming to BS 8110 we check the deflection only along the shorter span of the slab only. But in RCDC reinforcement area increased in along long span also considering the deflection of the slab. What is the reason for that ??
Below I attached a screen capture
What is the best software(stand-alone) to design a wall footing for light frame construction?
I had a trouble with the installment but I figured it out ,it was my problem, so i delted the question . Thnaks
The file is as attached. Did I make some mistake in modelling or overlook checking criteria for my model?
I noticed that I have a very very large results due to the dead load case, I defined my dead loads using reference load of type mass and then called it within the dead load case in order to generate load combinations.
But as you can see the reactions of the dead load case is very large in comparison with other load cases results. Could someone help me understand why is that happening or if I am doing something wrong here 
communities.bentley.com/.../1411.Structure2.STD
Hi, is there an option to add fe275 rebar on column design? I found that there is an option on this on beam design but not on column. Anyone can help?
Best regards,
DM
For RCC framed structure I want clarification on following two condition:
1. How modelling of floor diaphragm will be done if here is stair portion exists (opening in the plain XZ of RCC slab) in the framed structure?
2. How modelling of floor diaphragm will be done if here is some sunk portion in slab (whole RCC slab is not in same plain XZ ) in the framed structure?
I draw a cantilever slab in staad model. But when I applied floor load it is not assigned to this slab. In Staad model a slab can not be modeled without supporting beams. But I want to design this slab as cantilever without supporting beams. How?
I have plinth level is 1.8m above footing level
1. In modelling 1.8m column should be created below plinth beam and then assign support?
2. Assign support at plinth beam level and 1.8m depth should be used in foundation design? Then what should be foundation depth?
3. If I modelled 1.8m column below plinth beam then what should be foundation depth?
My firm has STAAD more than 20 years, and I used that and was very contetnt. But the geometrical surface and knowlidge of Staad-Pro much weaker than the old STAAD-III. For example:
1. Merge the substructure constructed in Structural wizard to STAAD model: it was available to merge it to a choosen node by snap node.
2. Earlier the Copy command was also on Geometry menu Move-Rotate-Mirror section - now it is removed and only available by rightclick - it is very funny
3. The Circulat repeat and Rotate commands has a function to snap joints, but Copy and Translational repeat has no, it was very usable in old STAAD-III, and I could copy not only type the coordinates or joint numbers, but click the joint to write the joint number, like Rotate or Translational repeat...
Now it is the 21th century! Bentley did nothing with STAAD-Pro, but only bought it. Very sad...
So it seems that STAAD-Pro did not develop at all, comparing with old STAAD-III.
But if I make the model in AutoCAD, it can eat it.... but I supposed, that STAAD came better in the last 20 years.
The solver was very fast then too, but its finite elements vere very simple, comparing with other softwares. And material nonlinearity (yield analysis) is missing...
May I get answers to my questions? Can I hope the changes???
Laszlo Kajan former STAAD-III expertr in Hungary
How do I design a stainless steel structure in Ram Elements?
I'm designing a structure using Bentley RAM and am inputting in additional story forces to account for the additional story force required for the diaphragm design. When inputting the story force I need to also include the accidental torsion. How can you determine the sign convention for the story forces? I assume that a story force in the 0-degree angle is for the positive X-direction and a story force in the 90-degree angle is the positive Y-direction but I'm not sure. I need to combine these story forces with the ELF results to design the diaphragm so I need to know which load cases to combine. Thanks!
Good day all.
I have some questions while working with STAAD Pro.
When applying seismic load, we can choose one of two ways.
1. Applying Seismic loading with Manually calculated Cs value.
2. Apply seismic loading using Auto generation with reference load.
When applying the first method, seismic loading is applied to match the actual loading point.
However when applying the second method, converted load is applied to the NODEs rather than the loading point.
Therefore, if there is no node inside the beam, the second method does not apply the load in the direction of the weak axis.
So I think it is more favorable design for the structure than the actual case.
Please check if there are any modelling precautions that I don't know.
Best regards,
I put load on my floor using partial plate load. Will RCDC include the load from the plate? If not, what are my other options to calculate ny slab. please help.
Hi there,
I'm new to STAAD Foundation Advanced (SFA).
I have a steel structure modeled, analysed and designed with STAADPro
Then I proceed with foundation analysis and design in STAAD Foundation Advanced (SFA) by selecting all SLS and ULS Load Combinations as already been created in STAADPro.
While in SFA interface, we can identified these SLS and ULS load combs as type "Service" or "Ultimate" through Loads & Factors > Create New Load Combination
When proceeding with stability (SLS) analysis and reinforcement (ULS) design, is there any step that we can limit the software to perform stability (bearing/overturning/sliding) check with Service Load only?
Many thanks in advance.
LY
Hello, I have a quick question. I have some steel columns that are pinned at the bottom and fixed at the top. I have assigned the same section sizes (UB) to them, but some are classified as Class 4 and some as Class 1 (Eurocode). I have looked at the member forces envelopes and the distributions follow the same pattern (Moments increase linearly from 0 to some value and axial loads are within 5 kN). Is there a reason for this classification difference perhaps due to the software only being able to output envelope forces at column ends?
Dear Pros,
I'm designing Steel structure with Eurocode by using automatic default parameter values by Staad except Kz. But I do not make sure that these default valus is correct or not?
Otherwise, How can I export (or show) theses default parameter values to excel to re-check? Anyone please help me with 2 questions above. Thanks all.