Recent content by BENDOG

See attached article from Structure Magazine July 2008. The authors recommend R=2.5 for conveyors.http://files.engineering.com/getfile.aspx?folder=a6eed13a-4bb2-4c1a-a8e6-18abebb89422&file=Nonstructural_Component_or_Nonbuilding_Structure.pdf

I don't know the origin but I am currently working on an industrial project where we had a stair problem. We are replacing an existing stair in-kind that has a rise of 16 feet. The client made us follow the IBC code which involved re-design and re-detailing. I agrued that IBC is basically for...

Don't forget your steel manual like I did. Five minutes before the test I realized I did not have it. Broke out in a big sweat. Should have just gone to the airport and went home. Passed it the second time.

Thanks to both of you for the assistance. I found a copy of "Pressure Vessel Design Handbook" by Bednar in our library.

Does anyone have a good reference for the design of fixed and sliding saddles for circular ductwork?

The major difference between AISC and ASME is bearing strength. AISC 1.8FyApb/omega = 32.4k ASME 0.63Fy(Dpin)t/SF = 7.56k w/SF=3.0 I have the Ricker article. Thanks to all

I'm curious as to how others design lifting lugs. I am using AISC D.5 and J.7. The lug I am designing appears to be governed by bearing strength using AISC Eq J7-1 Rn = 1.8FyApb. But I also found reference to ASME-BTH-1-2008 Eq 3-54 where the bearing capacity is P=0.63Fy(Dpin)t which is a big...

Chapter 7 of Tubular Steel Structures by Troitsky covers bins and bunkers. It's published by the Lincoln Arc Welding Foundation.

Teguci, I just obtained a copy of the book from our construction department. Chapter 7 covers anchorages. Thanks for the tip.

Thanks for everyone's input. I felt that I was being too conservative. For my particular situation I am concerned about the overstress in the anchor bolts and I do not know any detail about embedment, they might even be hook bolts. The client is OK with dropping columns to the right to...

Thanks for everyone's input. It's been a long time since I worked on a job with a frost depth this deep. We typically are in the 3 foot range, so it's not a big deal to make all foundations the same depth.

We are designing an industrial facility in Canada with a 7 foot frost depth. The facility has a lot of interior equipment foundations. If the facility is heated do these foundations also have to go to the frost depth?

I'm treating the load as a static load and comparing the stresses to the allowable ASD stresses in AISC 1989 green book.

The stress ratio on the column is 1.5, rafter 1.25. I can reinforce them but the anchor bolts are going to be the biggest problem. I might be better off trying to drop another post at the end of the rafter on the right side. This probably would eliminate overstress in the column and anchor bolts.

I am designing a fall protection system for an existing (1960's) truck loading station at a chemical plant (see attached sketch). A person will be walking ontop of a tanker truck attached to an overhead monorail system. I am designing this for the OSHA 5000# requirement as a static force...