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This is an industrial structure, not a building. I am utilizing Table 15.4-1 Seismic Coefficients for Nonbuilding Structures Similar to Buildings. Specifically I am using a Steel OMF with permitted height increase. The R value is 2.5. This system is permitted to be used for structures up to a...

I am engineering an Ordinary Moment Frame for an industrial structure in a high seismic region. The SDS for the site equals 1.0. According to AISC 341 Section 4.2(a), I have to engineer the moment connection for the expected flexural strength of the beam. This load is high, so AISC 341 Section...

My company is engineering some foundations for an industrial facility. The geotech report states the upper ten feet of existing grade is loose and gives an allowable bearing capacity of 1,500 psf. Our client hired a third party engineer to make foundation recommendations for the site. This...

I am designing the anchor rods for a pre-engineered metal building. The PEMB engineer placed x-bracing in the end walls. For the load case with wind load parallel to the frame, they are giving me shear parallel to the frame from the x-brace and shear perpendicular to the frame from sidewall...

I was able to track down a copy of the ASCE Anchorage Design book in my office. The first sentence of Section 3.6 states, "Anchors need not be designed for shear if it can be shown that the factored shear loads are transmitted through frictional resistance developed between the bottom of the...

The anchored end is not slotted; however, the holes are slightly over sized for construction tolerances (typically 1/4" oversized). I am looking at the situation more like a cantilevered retaining wall. In order to develop your passive pressure, the wall has to move a little. In this case, in...

Lately we have been specifying slide plates made with Tivar Dry Slide. It is a UHMW plastic plate with friction and compressive strengths comparable to Teflon. Because it is plastic, rust and other maintenance issues are not an issue.

I specify a lot of Hilti products. For their anchors approved for use with Appendix D, they provide ICC Evaluation Service Report (ESR Report). These reports give a well defined design method for their anchors. If you read through the reports, the design method is almost identical to Appendix...

My company does a lot of foundation designs for horizontal vessels, and I am looking for some insight on anchor rod design for these vessels. The vessels typically sit on two saddles, one on each end. One of the saddles is slotted to allow for thermal growth of the vessel. We normally put a...

My company uses an old design guide to engineer foundations for dynamic equipment. The design guide assumes the foundation is rigid. To make the assumption that the foundation is rigid, the guide recommends providing a foundation thickness greater than or equal to 2’-0” plus the longest mat...

Any suggestions on designing gravel foundations? I've done some research, but can't seem to find information anywhere. I sat through an ASCE seminar on foundation design for equipment and they mentioned using gravel foundations, but did not go into any specifics. I'm assuming you want to use...

We have recently had several requests from clients asking to place skids on gravel pads in lieu of using concrete foundations. These skids range in size and service from 5,000 pounds holding nothing but piping to 200,000 pounds with reciprocating compressors and related equipment. Assuming the...

The wall is CMU. Although, by the time you add a door, air in/out, and cable tray, there is not a whole lot of wall left. I'm probably going to use 8" block grouted solid to get my 3-hr fire rating. This should be sufficient for a pretty decent pressure load as well.

The wall has a 3-hr fire rating to contain electrical fires inside the MCC room. Because of contractual obligations, I can't discuss what is going on in the mine. I will check with the engineers designing the mine, but I'm fairly confident blast/explosion is not an issue. Other than the blast...

From what I understand, there is little to no possibility of earth movement. The corridor in which the fire wall will be placed is fully encased with 12" of concrete (designed by others). The wall is separating an MCC room from the rest of the equipment servicing the mine. The room is vented...

I am designing a fire-rated partition wall in a mine roughly 1200 feet below grade. In a normal building application, I would design for the code required 5 psf minimum (IBC 1607.13). Does anyone know if the pressure would be greater for any reason because I am 1200 feet below grade?

Thank you all for your responses. I will be installing the stiffeners under each flange per BA's recommendations. As I mentioned in my original post, the top beam frames into the side of the columns. I will also need to add stiffeners at this connection because of flange local bending. I...

I am designing a retrofit for a steel pipe rack built in the late sixties or early seventies. The pipe rack was designed (or likely built without being designed) in a stacked fashion. The bottom level beam sits on top of the columns. The next level column sits on the beam. The...

I am designing the pipe supports for 24" diameter schedule 80 pipe full of liquid. The pipes are long, and will experience a decent amount of thermal growth. The client has requested placing the pipe on Tulsa Pipe Supports, which are wedge blocks made of cured Chockfast Red Epoxy Grout. I...

I have had cases in the past, too, where achieving full frost protection was not an option because of various circumstances. Sometimes you have to play the cards you're dealt. In this new case, however, there is no legitimate reason to not achieve frost depth. There is no underground, bedrock...