Hi,
Can anyone please explain how to interpret the results obtained from display/diaphragm forces? I am getting a mixture of positive and negative forces at different nodes of the same floor for wind load applied in 'Y' direction, which doesn't make much sense to me.
Will appreciate if...
Has anyone done a sequential analysis with ETABS 2016 16.2.0 ?
It lakes a lot longer and eventually crashes. This model used to work fine with earlier versions of ETABS 2016.
Thanks
thread507-319174
Hi,
This thread is a continuation to the thread above.
I have designed the slabs as simply supported and want to connect them to jumpformed wall using central inserts.
Do I need to use equivalent number of centrally placed inserts to match my bottom bars? What do I need to...
thread802-349319
On the Thread above regarding modelling precast shear walls in ETABS It reads:
"1. Model the wall with shell elements roughly. In order to simulate with detail the joints, you can modify the property modifiers of the elements close to the joint only.
2. Then, after the...
Hi,
When looking at wall stress plots for direct stress do you guys look at top/bottom stresses or maximum stresses for reinforcement design? Can anyone shed any light on their differences?
Thanks
Hi,
I am designing a stair supported by RCC walls on both sides. Now, in a few articles I saw that connecting stairs to walls on both sides is not a good practice in case of seismic design.
Any comments regarding this will be appreciated.
Thanks.
Hi,
We are designing a 6 storey residential building with its basement and ground floor to be used as garage/ parking area.
Can anybody please provide me with some guidelines regarding how to apply the imposed/live loads due to vehicles on the slabs.
Thanks in advance.
Hi,
we are doing Standard penetration Test for a depth of 35. The rope controlling the hammer gave away after reaching a depth of 22m.
My question is can we still continue with the same bore hole for the remaining depth after the equipment is repaired?
Hi,
I came across the design of a slab with edge beams which has nominal negative moment near support and the continuous positive reinforcement which is continuous through this region is theoretically adequate to cope with that moment.
My question is, in that case do we need to provide any top...
Hi,
has anyone designed a curved column here?
In my new building project I need to design some curved columns of 700*300 mm² dimension. The column length is 12.6m . They support only a cantilevered part of the roof and are curved along their height.
I also wonder if some sort of bracing is...
Hi,
For flat slabs is a 2D frame analysis or a finite element model more appropriate for analysis? I mean which would most engineers go for.
Any discussion/suggestion regarding how to model flat slabs along with a combination of columns and load bearing walls would be greatly appreciated...
Hi,
I am trying to model a 4-storied concrete building on piles with STAAD Pro.
I have modelled the slabs as palte elements. I have grade beams in my ground floor. Can anyone please suggest what is the best way to model the pile cap in this situatuation. Assume, there is going to be 4 piles...
In STAAD I modelled elastomeric bearings as vertically oriented beams with one end fixed and the other pinned. This pin support is actually on the node conncting the girder to the bearing. But I get 0 dispacement at those pin supported nodes when applying a transverse load. Why is this happening?
I am designing a 961 long flyover. It consists of 31 spans. The girders are considered to be simply supported.Elastomeric bearings are used between girders and pier cap. The foundation consists of 9 piles.For seismic load calculation I am using single mode spectral analysis method for seismic...
