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I am looking for the concept of direct shear in ACI code I found section 11.6 which speaks about friction shear and it seems not related to my concern. However section 11.7 speaks about deep beam (transfer beams and direct shear) so my question are explained in points: 1. for section 11,7 it...

Hi I have one simple question, generally speaking when we have extra bottom steel in beam ,will will cut steel at 0.15 L support, but when we used cranked steel(at 45 degree),we bend at 0.25 span,so why there is 0.10 L difference ,in other words it will be less conservative for bottom bars in...

I am revising design report. it is professional one I think, but the load combination is not similar to you ubc97 ,although he is telling that combination is form ubc 97 see attached ubc 97 load combination form report...

if i have free end cantilever in slab how much length (limit) i will consider in punching area? i mean limit is d/2 but may be the whole cantilever side will not punch,but what is the limit?

hello, I don't have an experience in cranked steel bars in ACI 318, could you please refer to the conditions in ACI 318 that define he procedure and limitation ? Also Why the ACI stop recommend this method?is it because of the earthquake behavior?

Hi, I hear that if ribbed slab is resting on shear wall, it is a must to provide perpendicular rib parallel to shear wall,and note to let the block in touch with shear wall,since it is not safe for shear. But I dont buy this,block is not structural element,and if rib is design for shear ,why I...

Hi ACI318-2011 11.8.6 — At front face of bracket or corbel, primary tension reinforcement shall be anchored by one of the following: (a) By a structural weld to a transverse bar of at least equal size; weld to be designed to develop fy of primary tension reinforcement; (b) By bending primary...

HI I just have simple question, in the market you will see a lot of structural engineers saying to extend the top reinforcement of the slab a distance of 1.5x cantilever length. I think this based on practical issue and the scientific reason is to achieve the development length and the full...

HI If we have mat foundation carried by piles,and the piles are modeled as springs, we will define z stiffness for springs,to resist vertical loads,but what about horizontal load(in plane load),how it will be resisted in FE model. Some people say define 10% of z spring stiffness in x&y,but I...

Hi I would like to know the process of erection of tower crane and how every step is structural stable I would appreciate any reference

Hi I have small villa, which I assume it is has fixed foundation(isolated footings),but when I study the footings on FE model the model face huge uplift ,due to moment, and it is unstable, so I think the followings 1. For Isolated footings it is more logic to use pin connection in the model...

Hi When we have high rise building consist of columns and beams ,and we apply the vertical gravity load only.we will notice that the moment values for the same beam will differ form floor to floor. So I think this true, but can anyone give interpretation for this behavior please.

Hi Community, I have Finite element model for isolated Footings , and I Define Sub grade modules, but the problem is that the model is unstable in x-y plane due to the earthquake and wind load. So What shall I do fix the model in the plane of x-y? I am using Safe And How can I check the...

Dear all If I have moment resisting frame,subjected to earthquake,I need the actual site details for column beam connection in case if the column is not resisting earthquake , or what should I do in site to make as much as possible this frame not acting in moment resisting frame, Sketch will...

Hi Community I read part of ACI Commentary 2243r_95.And I was looking for the length of the building that don't require temperature study(I already know that is almost less than 45-50 m),but I need the reference for this data, so any suggestion? Also AS per my reading in ACI 2243r_95 I found...

Hi community I have moment frame resisting system,and I have couple of beam fail in shear under seismic combination ,so release the moment for that beam and it is still fail under same seismic combination, So if it is not acting as frame ,why it fail under Semitic, is there any interpretation...

Hi Community Actually I do understand the differences between them,but I still have specific doubt long time ago and I need to clarify it. equilibrium torsion is like beam carrying cantilever ,if you release the torsion of the beam the cantilever will be unstable But if I am modeling and I...