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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 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...

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...

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...

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...

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...

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...

Hi All, Question Again :) Lately I encountered a lot of high elongation dilemma 10% more than theoretical values about 15-20%. I really want to know why. Now I am trying to investigate all the possible causes one by one. Elongation = PL/AE. 1. I've found out that physical properties of...

Good Day to you all, Eg. TR43 recommends maximum slab tendon length to be 60 m. What will happen if I go longer than that with careful consideration of friction loss? Another question Is vibration only serviceability requirement? At what extent will it affect the structural integrity? In one...

Hi everyone, Good Day, My secondary beam is lower than my primary beam please see the sketch below if I use shear links to transfer secondary beam reactions to the top of primary, is it ok? Any other things to take into consideration? Thanks in advance for your replies.

It is Me again. :) Before I ask, please bear with me I have zero knowledge on seismic design In one of my EC2 project (PT flat slab system), structural consultant told me that I need to do respond spectrum analysis for my slab under seismic dynamic loads as there is no beams (He is using my...

Hi Good Day Everyone, I've got to propose PT layout for above circular PT layout for a residential building with 12m cantilever on each side (Columns are only allowed on inner circle perimeter). I am thinking to propose as above but if that so except the rebar & tendon congestion @ the center...

Hi Good Day Everyone, I've got a few question. Hope you guys can help me out. (1) Now in Singapore we are using Euro codes which means fy = 500 MPa. Before we used BS8110. Now the main contractor wants to use fy=460 MPa rebars for some reasons for a project designed to EC2. If so, I would...

Hi Good Day Everyone, I would like to ask a very simple question about torsion. I should go back to school or ask my senior but at this moment neither is possible for me :). My question is Is my eq 1 & 2 correct?

Hi Good day Everyone, Question again :) As you can see, my beam B2 isn't supported on column concentrically. There is an eccentric moment. But if I design my slab with 9m & 7 m span as shown, do I still to include that eccentric moment in slab design. Because the accredited checker asked me to...

Hi Everyone Good Afternoon, According to TR43, it will be 8 times slab thickness. My question is where does it come from and what is the concept behind this? Does it base on the assumption that the slab between the tendons acts as one-way slab and has adequate strength if the span is not more...

Hi Good Day everyone, I have PTB + Hollow Core Slab (HCS). Beam Torsion links and my tendon are clashing each other. My question are (1) Is there any other common detailing to avoid the clashing like the blue color closed link as shown. Is it feasible? (2) HCS specialist told me that their...

Hi Everyone, One of the Accredited Checker for authorities told me that if I am using 2D equivalent column, I need to design for the torsion of the attached torsional member and provide torsion links if required. Is it true? Thanks

Hi Good Day Everyone, Please refer to picture below. My question is how can I find out exact the percentage of the reaction & moment from B2 to Column C1 & Perimeter Beam B1. Or just ignore column for B2 design & simply apply point load P to B1 and then the load goes from B1 to C1? Thanks :)

Hi Good day everyone Does anyone have design experience with the horizontally curve inverted L-shaped Post Tension Beam? I am going to (1) provide transverse U-links for tendon confinement. (2) Design the protruding beam depth as a cantilever (slab as pin support) with the lateral load...