There are a few previous threads discussing the CAP Turner slab but nothing on how to analyze it.
I am tasked with determining the maximum live load for a 6" CAP Turner slab with reinforcing found by GPR. Typical spans of ~16'. I can't find any information on HOW to determine the max live...
My client would like to install jitney guards on an 11.5" elevated slab with post installed anchors. The capacity of the slab can support the jitney and storage. I am concerned that when drilling for the anchors, the contractor may cut through some of the reinforcement. The slab is a 2 way...
I have a 13kip load on a 10"x24" block. When doing my slab on grade design, my effective contact area is way more than the 80 max they give for 50 pci subgrade. I really don't want to be so conservative to use the 80 sq in. Any thoughts on continuing the stress per 1000 lb line to the left...
I know there are a few threads on short anchor rods but I have a slightly different situation. The anchor bolts are 'short' but there is still ~2.5 threads available above the top of the nut. The EOR is stating that we need to core drill out the existing anchor rods and install post installed...
I am discussing how to find the reactions at each diaphragm over 2, unequal stories. When finding the reactions at each diaphragm, do you analyze as a continuous member or do you use simple span analysis?
i.e. 20 psf wind load; first story height=20', second story height=10'. With simple...
The structure I am working with was built in 1958. The roof plans call off a 26L05 long span joist spanning 52'. The SJI 60 yr manual does not include this designation in its loading tables. Does anyone have information on where I could find this "lost" member? Thanks!
Can anyone explain the difference between load cases A & B as shown in ASCE 7-05, figures 6-18 A,B,C,D? I can't find anywhere in the commentary or code that explains these two cases. Thanks!
I have searched through the threads and have not found anything that fits my situation. I have a building in which one side has 2 shear walls while the other end has a moment frame. They are connected by a rigid diaphragm meaning I have to find each lateral resisting systems relative rigidity...
My company just started working with Revit Structure due to a few of our architectural clients doing so. I understand that the architect can set up worksets so that when I pull his file off the server I cannot change what he has. I can then creat my own workset, call it say "Structural...
My company just started working with Revit Structure due to a few of our architectural clients doing so. I understand that the architect can set up worksets so that when I pull his file off the server I cannot change what he has. I can then creat my own workset, call it say "Structural...
I need to design a moment connections between wide flange beams to HSS tube columns. I know chapter K of the steel manual has moment connections of HSS to HSS but I can't seem to find any good examples or equations for my situation. I am debating on whether it is feasible to just take the...
