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
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
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
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 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
Dear all,
I am curious in investigation of floor vibration for a 14m long span ballroom truss (static designed LL = 5 kpa) . It supports concrete plank without composite action. I've found that lowest natural frequency of such floor is about 3.7 Hz which does not meet 5Hz minimum as required...
Hi,
I am using FEMAP9.0 and find it faces little problem with ABAQUS6.5 i.e. no real-time monitor, lack of compatibility for some advanced commands etc. I would like to ask which Pre- Post- software between FEMAP and HYPERWORK some of you have chosen for ABAQUS 6.5.
Thanks
Dear friends,
I would like to know which LLRF code is commonly used in tall building design office? Is it common to limit the minimum load reduction factor as stated in code in case of office building?
Dear members,
Could somebody tell me where should I start to find information about railway engineering on www . My emphasis is how can we built the track, railway components and so on. Thanks
Hi
I suppose to overlay a new concrete slab with 4" thick (each 12' x 20' panel) on the exisitng cracked one with 6"-8" thick. Since the existing concrete slab provides very rare contraction joint,my question is how can I reduce the risk of differential contraction and restraint force due to...
Hi all,
Can anyone give me an idea how to incorporate geometric effect of large displacement in hoop direction of axisymmetric problem.
1. Since most constitutive law in finite strain is described in cartesian bases x,y,z, which is an appropriated way to related the hoop stress with those...
