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Greetings I 'd like to ask a question regarding boundary zone in special concrete wall as per UBC 1997. 1) Is that correct that the vertical reinforcement layout in boundary zone be controlled only by the requirement of confinement spacing? 2) Is it eligible to include the rebar outside...

Greetings I 'd like to ask a question regarding boundary zone in special concrete wall as per UBC 1997. 1) Is that correct that the vertical reinforcement layout in boundary zone be controlled by the requirement of confinement spacing? 2) Can we still include the rebar outside boundary zone...

Greeting Is there any difference in the design output by assigning pier label for C or E shape wall in different manner? For example, in the first case, assigning each wall leg with distinct pier label. This should make easy for reading design output on the screen. In the latter case, assign...

Dear I am curious by which method ETABS uses to compute the shear force in wall defined as pier element. Does it use any analytical way as post-processor to do so? How can ETABS differentiate the difference between the wall with partial opening and the one with open core? Thanks

I do suggest you work out with the tutorial/introductory manual provided with the software. Those questions are well covered therein.

I use reference plane setting for such purpose.

Dear, Does anybody know the way ETABS use to computed the period of structure for UBC 97 seismic force? In auto-generated quake load windows, ETABS provides both method A and program calculated options with edit text box nearby. What does ETABS perform in program calculated option? Best

Dear Guys When modeling the building frame structures for concrete design using ACI318-99, shall the frame stiffness be modified according to ACI 10.11? Thanks

Dear ATOOMUS This seems to be non-automated procedure and I try to avoid such non-automated procedure in conducting large-scale analysis model. What's your suggestion?

Dear Does anybody have experience in using Revit Structure for the real building design project? What is your suggestion for the benefit of using Revit other than using ETABS alone? It seems to make the story more complicate and finally require skillful person to operate Revit than ETABS, isn't...

Hi Has anyone experienced the problem in calculation of excess rebar in ETABS? I found that ETABS always multiplies the required flexural reinforcement with 4/3 whether or not the calculated flexural rear is greater than the minimum value stated by ACI.

dear I am using version 9.5. I tried the door and window tools, but I can't find the option to change its dimension. could anyone help?

The way etabs computes load pattern when using membrane element is based on simplified yield line pattern. Have you check a simple example with hand calculation? I think Etabs did nothing wrong.

Dear slickdeal I am using that method you mentioned since i still dont have any better way. It seems to me that the result obtaining from wall element is greatly affected by the way to model slab.

Hi Can anybody suggest the tip to model a beam which must support slabs from 2 different floor levels (one slab at top and another at bottom level of beam). I have tried to use a shell with assigned spandrels but it seems to be clumsy. I have noticed that ETABS allows to assign spandrel label...

Dear members In ETABS v.9, it allows to use semi-rigid diaphragm to model a floor diaphragm. CSI said that the semi rigid diaphragm considers actual stiffness of elements rather than assuming a kinematic assumption as rigid diaphragm does. The question is, if so, what is the advantage of rigid...

Greetings, Can anybody suggest the application of shakedown theorem to incremental collapse of structure in real life? Is there any other recommendation to take account of this effect in the design, esp. bridge and other large structure. Thank you

Dear friends Thanks for all useful advices, esp. dougantholz. I have tries adding edge beams of size 800x400 to avoid serious reduction in clear height. The period is now gone to 4.17 s. Still the torsional mode is dominant. I would have question whether we need to completely eliminate this...

Dear all, Can anyone suggest a common & proper first fundamental period for 20-storey building using column, flat plate and a shear wall system? I am dealing with a design of one building. It has been found that the first mode (in torsion) has a period about 5.7 sec. Thank

Hi all, It should also be reminded that, for non very slender member, inelastic instability (material failure/yielding) usually happens before the geometric one. This can also initiate collapse mechanism. Nonlinear material model esp. plasticity shall be included if necessary. Dynamic effect is...