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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?

I am reviewing a project that has a 7 1/2" deep steel roof deck. The thickness is indicated as 14-16. Is anyone familar with this designation? Thanks.

In AISC 9th Edition the discussion for double angle compression members on page 3-53 seems to indicate that the tables are based on adding a minimum of two connections between members. In a condition where truss diagonals and verticals are constructed with double angle members with no...

Section D.5.2.9 indicates that you can use reinforcing steel to resist tension loads when the loads exceed the concrete capacity. However in the commentary it says that the largest bars tested were #5's and that reinforcement should consist of stirrups, ties and hairpins. So what about a...

I am reviewing an existing condition where a building has concrete columns supporting steel trusses. The trusses have both top and bottom chords tied into the concrete columns. My analysis shows large moments/shears in the columns however the magnitude depends on the relative stiffness of the...

I have a question about a girder in a wood truss floor system. Can a 24" deep multiple ply girder span 25.1' and carry 1278 lb/ft?

I have a condition where 2 of 4 anchor bolts for a PEMB rigid frame base plate are not in the correct location. The concrete capacity of the anchor group was determined based on a headed stud capacity type of calculation. The anchors are threaded rods with nuts tack welded at the embed depth...

I always have the same concern when I design one of these. 8" wide concrete beams on 4" steel columns. There isn't anything with any stiffness to resist torsion. I have conditions with 22' span 6" planks with 2" topping on one side only and other conditions where there are planks on both sides...

How do you know what moisture content to use for design of wood members/connectors per NDS. I am designing wood members for a patio. The members are under roof with an overhang of 2.0'. I am in South Florida so the humidity is high most of the time during the summer months. Don't think there...

Let me try it like this. I am looking for the requirements for the design of steel beams which support elevator equipment such as allowable deflection, stress limits, fatigue, etc. Thanks in advance.

Does anyone have a copy of this reference. I am looking for the requirements for the design of steel beams which support elevator equipment such as allowable deflection, stress limits, fatigue, etc. Thanks in advance.

I have a condition where a wood framed floor is spanning 14'-8" between masonry walls. I am considering using No. 2 Southern Pine 2"x12" floor joists at 16" c/c. The ceiling will be drywall and the floor will have 3/4" T&G plywood glued and screwed. Have an area with no walls below or above to...

What do you guys think about using an Occupany Category of I for privacy walls. I am in a hurricane prone region. Difference of I=0.77 or 1.00.

Don't have much experience with brick and I am working on a renovation/addition to a very old house. It has a brick veneer over 8" block. We are matching that detail. The brick veneer extends about 4 feet up the wall. Is it enough to mortar the brick to the wall or is joint reinforcement...

Looking at a cofferdam with a tremie slab. Heavy uplift on slab. Will have tiedowns to resist the uplift. How do you check the capacity of the slab in bending and shear if it is unreinforced?

I have a house with 24' spans with wood floor trusses. What is the recommended depth to limit vibrations? Also at the ledger for the second floor trusses, where the walls are full height masonry, is there a good method to resist lateral load reactions without cross grain bending in the ledger...