Thanks vincent pa and jike.
Yes the architect wants it exposed. The details I came up with is similar to what each of you suggested. I basically welded a rod to the plate on the top flange to develop with the reinforcement in the wall and have the horiztonal reinforcement (which I am using...
Not being involved with masonry too much in my career, my knowledge of details for masonry connections is not a lot. My specific situation involves supporting a 8' cavity wall (8" CMU + 4" brick) on a steel beam spanning a 12' opening where there is no wall on one side of the opening for...
We have a current tube framed structural support that is supporting some equipment. The framing was hot-dipped galvanized in the shop and in order to do that, there are holes in the tubes that were required during the galvanizing process.
The client would like to have the holes plugged at...
I am designingthe connections for mechanical components inside of a building that is classified as a Seismic Design Category C and Seismic Deisgn Use group III.
The components were are designing are not required for the continued use of the building and it doesn't meet any of the other items...
I am currently analyzing an existing two-way waffle slab for the proposed installation of new equipment and am running into a problem on how to calculate teh shear stresses at the drop panel face. We are having a debate on how to calculate the allowable shear at the face of the drop panels in a...
Focht:
I was originally told over the phone that the rack system was 5 pallets high with each pallet weighing 2000#. Turns out the person telling me on the phone was incorrect and the system is only two pallets high and will actually only need to support one pallet with a second pallet sitting...
Thanks to everyone for their responses.
Subsequent to my post, I found out the concentrated load is not nearly as high as I was first lead to believe when I originally made this post. Using the equation in ACI Chapter 22 with the actual load, I am at 20% capacity for punching shear.
I am trying to analyze an existing 6" slab-on-grade to determine whether it can support an equipment rack with a high concentrated point load.
Since the reinforcement in the slab is only minimal W.W.F., I am using the equations in ACI Chapter 22 (Structural Plain Concrete) to determine...
Is there a code or any literature that would indicate guidelines for the minimum (or maximum) load to be used to calculate the weight of conduits that are filled with wire. I am doing an analysis of an existing structure and the owner has asked for an indepth analysis that includes a more...
I am trying top determine what the load factors and resistance factors were from the 1983 ACI-318 code.
Mainly I am looking for the factors for the DEAD and LIVE loads as well as the resistance factors for FLEXURE, COMPRESSION, and SHEAR. Any help would be appreciated.
Thanks
Thanks vmirat for the website.
That helped with one of my jobsites. The 30psf for snow and 20psf for wind I originally assumed are conservative
Anyone else know of other sources.
Thanks
The jobs are all for the federal government and the particular agency we are working for still uses the 1997 UBC. Their specs call for minimum wind speeds (80mph) and snow loads (30 psf) if the information is not given to us from the client, and these loads seem reasonable (conservative in some...
I may be looking for something that does not exist, but does anyone know of a source or website that would have design snow and wind loads for countries outside the United States. The specific areas I need the information for are all located in Eastern Europe.
The job entails adding a...
I have a concrete building with 30X30 column bays with a two-way waffle slab. The client has placed a concentrated factored load of about 10,000 pounds loacted about 7.5 feet from the column in each direction without anyone performing a structural analysis. I have been tasked to determine...
