Recent content by mrengineer

I am designing a hanger rod system for a running track suspended from the roof, and have included turnbuckles in the assembly for vertical adjustment. Is there any limitation in the amount of load that can be on a hanger rod when you adjust the turnbuckle? For example after the mezzanine...

Abusementpark - "Intrusion mortar" piles are also called auger-cast piles if you are familiar with those - Thanks

If you have a pile cap with mainly vertical loads,no fixity requirements, and no embedment required such as for steel H-piles why is it still routine to embed the piles 4"-6" or so into the cap? (Say for example an intrusion mortar pile).

The SJI "43rd Edition Catalog of Standard Specifications and Load and Weight Tables for Steel Joists and Joist Girders" says "For nominal concentrated loads between panel points, which have been accounted for in the specified uniform design loads, a strut to transfer the load to a panel point on...

Do you typically show typical details on the drawings showing restrictions on placement of sleeves in PT flat plates?

If you have an idea who the precaster might be, you may want to see if they really want to deal with the connections that would be required if you treat the stairwell as a box. I worked on a major all precast project in the Denver area where the precaster wanted to just analyze straight shear...

I need to detail connection of PT flat plate, 8" thick, to core wall which is constructed in advance of the surrounding slab. When using dowel bar substitutes for such a connection, do you use one line of dowels at slab mid-depth, a line of dowels in top and bottom of slab, or what?

I don't think you need to concern yourself with design of the glass treads. Just check with the specialty tread manufacturer concerning allowable span and attachment details.

I did a glass stair a couple of years ago. There was a HUGE number of details (many of them by the architect), because once they go that route, they are extremely picky about every little detail.

AISC seminar on field fixes said too much heat can cause spalling. Their recommendation is to provide thick plates (1/2" minimum for deck bearing, 3/4" for beam bearing). I have managed to stay out of trouble by using 3/4" for embed plates at beam bearing conditions.

The overall footprint of the pilaster (including wall thickness) is 20" x 36", which is smaller than the minimum drilled pier size (48") we will be using.

The piers are 4' to 6' diameter.

Walls are c.i.p. The mud slab would need to have strength adequate to transfer compression from pilaster to pier.

I am working on a project where concrete walls will span between drilled piers. Will not have grade beams, maybe just a mud slab to set wall forms on. There are fairly heavily loaded pilasters at the piers, supporting concrete columns above. Contractor says for this condition they like to...

Not to be contentious or territorial, but here are my thoughts: I am a practicing structural engineer. I usually know what I don't know, and generally keep myself out of trouble by asking the right questions. If you don't know what you don't know, you may not even realize that you need to ask...