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Good points one and all. Yes you would have to put nodes in the nodal zone and the reinforcement would have to go in the nodal zone to be effective. Thanks for all the input.

KootK, Yes most of the column is over the pier. I looked at like you said and I think that works. You may be right about the transverse reinforcement. But it looks like to me that they are talking about the node itself. And it says may be required. The strut and tie method is nice to have for...

KootK, I have analyzed the struts with the 0.6 factor as you recommend. Had to put piers on some columns to enlarge the nodal zones so the struts would work but those are resolved. But the statement in the commentary is about nodal zones. I analyzed the nodal zone as you show in your first...

Slickdeals I did the model you mentioned and that is where the large area of steel comes from. You can't place that much steel within the nodal zone in this condition. That left me wondering what other folks do in this situation. Rapt in my case the face the outside face of the vertical element...

I have a couple of questions please. First I am designing some very heavy transfer beams. The beams are wider than the columns/piers. ACI 318-11 commentary for section A.2.3 in the last paragraph discusses the possible need for reinforcement perpendicular to the beam face thru the nodal zone to...

My condition is a grade beam (6'x6' beam)that spans an underground pipe. It has a 30"x30" column at the top and 60" diameter drilled piers at the ends. The design examples that I find determine the dimensions of the nodes and related struts based on the applied loads and allowable stresses...

I am looking for some input for the design of PT slab beams. When I say slab beams what I am referring to is relatively wide beam and shallow beams. Are there any limitations to the width used? Should the design also consider T-Beam action? My specific condition is a 72' span over a large open...

Does anyone have any experience with designing tilt walls using the lite form system? This is an insulated system where the structure basically consists of a 3" or 4" slab with ribs at about 4' c/c. The ribs may extend 6"-10" from the slab. The problem that I am having is that with lateral...

I have an easy question. In a strut and tie design does the maximum shear limit of ACI 318 11.7 still apply?

hokie66 I understood the question to be about using a U bar instead of a hooked bar to develop reinforcement into a column. Not sure what impact lapping with slab steel would have. It would seem that there would be the same compressive stresses at the bend in a U bar as there would be with a...

A U bar can't develop in a shorter length than a simple hook. Basically same concept as a hook. Maybe the opposite side of the U bar could be considered to reduce the required length of the "tail".

The moment generated by the eccentricity is distributed into the elements based on the relative stiffness of the connected elements.

Not sure what code you are using but ACI 318 says that the torsion reinforcement is additive to the required flexural reinforcement. This would apply at all sections. At each section considered either the top or bottom reinforcement wouldn't be stressed so it could be used to satisfy the torsion...

Enhineyero I agree with the 1% fee for an auditorium with a performance stage. It would go up if there is something complex like complicated seating, long span roof, etc. Unfortunately ours is a profession based on capitalism without true regard for the quality of the work product. I have...

How was this designed. Equivalent frame or FEA?

I don't think I have ever designed a "normal" wood truss to masonry/concrete connection that wasn't an embedded strap. Contractors don't seem to have a problem. Must be a difference in markets.

I mean truss anchors like Simpson META.

I must be missing something. Why not use a typical embedded Simpson truss connector?

My understanding is that the reason that the code requires three piles is because of the flexibility of the piles in bending. Also the piles are typically misplaced somewhat such that there is an eccentricity between the applied vertical load and the centroid of the pile group. What is the...

How large is the gravity load. Normally the building code requires a minimum of three piles or restraint in both directions. Sometimes I accomplish this with two piles plus a grade beam. I normally embed the tops of the piles 4" into the pilecap. The real trick is developing the pile...