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Clear, If you have any solved example on the strut and tie based on ACI,please share it with me..Hence in Our office they design on etabs and I don't think etabs consider the case of deep beam,However, it has to be checked in strut and tie, to find the longitudinal steel and traverse steel!!!!

Thanks KtootK, Your last Statement Lastly, you can't use inclined bars for shear friction if the shear load would put the bars in compression. That's just because that condition hasn't been tested. Component of the inclined link will act in shear friction and other component will not(your...

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...

I think you are right, but after 0.25L is not the moment development(because it should be enough at the location of cutting, it is the shear development that is necessary if I am calling this back form university time)

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...

Thank you in ASCE 2005 THE Factor is 1 , but in ASCE 2010 THE Factor is 1.6(as mentioned in ACI 318-11,COMMENTARY) But ubc is still 1.3. any further comment on this guys

thank you, i mentioned that earthquake portion is fine( i agree with) but why wind load factor is different. am i missing something?

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especially wind load factor (i do understand that 1.2+0.12 D and 0.9-0.12 D for earthquake case)

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...

Thanks guys, really helpfull

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?

Thank you Kootk But the last Closure is 11.4.6.4, besides I am also looking for moment requirement besides shear(where to bend ,how much to bend,etc,)with reference to code requirement .

I see it is cost issue not a structural issue?but indeed some countries still do, since the cost is still lower(depend on the labor cost). Back to our main point ,could you refer to ACI procedure for this(Clauses). Thanks

cranked/Bend bars in Beams(Longitudinal bars) Thanks

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?

Sorry for late respond,it has been while ,without internet . Kootk, it does make logic now.so if the weak axis is capable to transfer load to shear wall,then no need to put crossing rib. But my question ,how can i check this by numbers?equations?

sorry for make things not clear,the block I mentioned is the filling material between ribs, on of the codes are saying that for any ribs laying directly on shear wall or drop beam ,there should be a parallel concrete rib(about 15 -20 cm width) to shear wall and in same time it will be...

Strictly speaking this so general,and you have to follow the soil report.

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...