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Hi KootK & TehMightyEngineer Thank you. BTW. Where can I buy PCI design handbook softcopy? And I am not a PCI member.

Hi Which precast design book (either Prestressed or RC) would you recommend especially for connection details, precast slab (Hollow Core, Precast Tee, Precast Plank etc..)& precast beams? Thanks

Hi saadpervez1, Sorry for late reply! Thanks for sharing your experience. I think authorities here accept that toping reinforment alone can ensure the continuity. BTW aungthu 13490 is also my user name. Something went wrongs!

Hi Good Day Everyone Here in Singapore authorities are pushing for less manpower whole building precast propless or shoreless construction. Please refer to the photo below. Have you guys ever encountered this before? Is there better scheme to construct? Will it better to use Hollow-core slab...

Thanks KootK Any comment on this?

Hi Post again :) I have a simple 3 span PT Beams on the roof as shown in fig 1. But contractor wants to do in a way shown in fig 2. The slope is 1:100 for the rain water to runoff to the drain. It is gonna push up my low tendon profile. Any other thing to take into account? Any benefits I...

rapt, KootK, BA Thanks that will be the easiest approach for me. I just wasn't sure :). I think it is time for me to get familiar with more than one software.

Thanks and sorry for late reply. Honestly now I do not know how to analyse the full frame. I jsut have never done it. Any easy way or shortcut to analyze individually? Anyway I will give a try to analyse as a whole based on their relative stiffness. Ingenuity yes those are post-tensioned.

Hi Good Day Everyone, I have a transfer beam B1 as shown in fig 1. Deflection of B1 will cause settlement of B2 as shown in fig 2. Usually I simply control the deflection B1 <10~20mm. My question is how do I consider and include this settlement effect in my B2 design? Convert this settlement...

rapt no worry! Enjoy your holidays.

Hi rapt, Thank you For recess, we patch back with non-shrink grout with same compressive strength as column so should it be a problem? Sorry for the lack of complete information in my question. I forget that you don't have mind power to automatically understand my question :). But your reply...

Hi, Good Day Everyone, Long time no question :) (1) If there is an PT anchorage inside the column, does it weaken the column depending on the compressive strength of the anchorage material. (2) What are the differences between mono jack and multi jack other than elastic shortening losses...

Just bringing it up:)

Hi avscorreia, Thanks (2) I've found where to find area based live load reduction in Eurocodes. Lately I got this feeling that full pattern live load for alternate span loading case is too conservative. Hoping I can find something in Eurocodes which could give me freedom as you have said. :)...

Hi, Do you guys happen to know that where I can find reference or clause or section in Eurocodes for the items below? (1)Table for moment distribution between column strip and middle strip (2)Factor for Pattern Live Load (100%? Pattern Live Load?) (3)Moment & shear distribution for slab...

Both of you are quite welcome. I've met rapt in person. Hope I can meet KootK one day.

Hi Thanks. I do not know how to express my gratitude to you Rapt, KootK and Ingenuity. I wise you were my mentors :). My life will become much more easier and I will be able to contribute more to the society. I do not mind to self-study or go through the hard way. I just do not want to...

Hi KootK, (1) In my tie beam concept, PTB cracks under torsion and I will provide more than minimum crack control torsion links. (2) I have this idea. "Instead of adding additional tendons for torsion, will it be better to position my flexural tendons unsymmetrical as shown below?" And still...

Hi KootK, 1. What is the percentage of T1 that will go to B1 and B2. Is it Moment to B1 (@ left end of B1) MB1 = T1 x L2/L? 2. Any recommended software to do design torsion? And again thanks!!

Hi everyone, Good Day, Please refer to above, I have a PTB supporting two transfer columns with eccentric torsion moments. The PTB section is not large enough for shear + torsion. I am thinking to use tie beams (B1, B2, B3) against the torsional rotation. Is it feasible? If so, my questions...