huangyhg

how do you design a t-beam?
how do you design a t-beam?
1, we adopt a rectangle section in the model and the moment of the inertia should be based on the effective flange.
2, the top reinforcements are arranged in the rectangle section or part of reinforcements in the rectangle and part of reinforcements in the t flange?
please help me to share your experience,many thanks!

there is a considerable amount of literature available about the design of t-beams. i am not sure what kind of help you are looking for.
in positive moment regions, t-beams provide a wide compression block with a high center of gravity. this increases effective depth and reduces the amount of positive reinforcement required.
in negative moment regions, however, a t-beam behaves pretty much the same as a rectangular section.
ba
ba, thank your quickly reply.
i do as same as you said. but i want to know how arrange the top reinforcements (negative moment)
option 1: all arrange in the top of rectangle
option 2: parts arrange in the top of rectangle and the other parts in the two side of t flange?
i think the negative moment is resisted by the rectangle with two side of flange together, consequently i think the option 2 is right.
do you think so?

option 2 sounds good,
don't want to be putting all the reo in the rectangle, because then you have trouble getting the vibrator down for the bottom steel.
don't know your code that you are designing too, so don't know if there is any rules for effective width of the t beam, bar spacing ect. so how best to distribute these bars will have to be in accordance with your code in regards to the flange.

when in doubt, just take the next small step.

in addition, before i send you up the path, re
rowingengineer,
thanks your reply.
i am designing according to aci318, but i don't find how percent reinforcements shall be arranged in the two side flange?
i know the range of the flange from the aci318 clause 8.10

you may even arrange it uniformly on the top width of the head, provided that the shearing force at the interface between web and flange protrusions stays in permissible range. it is easy to calculate, (assuming a negative moment bending situation) count the numbers of bars in the protrusion to one side, multiply for area and standing stress in the bars; do that in 2 sections 1 ft apart, near support; the difference between the two is the shearing force in such foot of an arm of concrete head; for the stress, divide by the area in such ft of the interface, i.e. 1 ft x thickness at root of arm, and compare the standing shearing stress with the factored or nonfactored stress permitted for the case. if too much, you can't put that number of bars in the protrusion; or more exactly said, you must reinforce in shear the shear interface to meet the code provisions; a shear-friction calculation may be permissible for the case but since the section will be for the factored loads likely cracked in tension make sure whatever the code says about compressive struts or limitations on the allowable shear force due to extenuation of the compressive capacity of the concrete for the situation is met. it is better to assume a reasonably low permissible stress in shear at the interface, say, 1.5 mpa under factored forces, or what the code allows, and if not met, place more main rebar in the web projection, and less outside.
all what above mainly meaning that the amounts can be quite precisely calculated; you only need a section analyzer that gives you the status of the section, in your case being of interest the stresses in the steel. i did some worksheets on mathcad that give the status of t-beam sections under positive and negative bending action, and should still be available at mathsoft's site in the collaboratory section for mathcad 2000.
two things to consider
1. for serviceability design, use the effective flange in the calculation for i, this will stiffen up the section for deflections.
2. for ultimate design, only use the solid rectangular section for the ultimate design, this will be critical for negative moment where you require steel in the top face, i would not distribute the tensile steel over the entire flange width of your tee setction.
tension steel should ideally be well distributed across the full effective width. when you have a lot of bars in the flanges you should also ensure the slab has sufficient longitudinal shear capacity to develop those bars.
there is a clause in aci that requires you to distribute some tension steel in the flange and not just on the rectangular portion.
take a look at clause 10.6.6 and r10.6.6 for crack control.
when in doubt, just take the next small step.

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