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...
I know I have rebar since I have the existing drawings. Also, there would be no way I would allow a jitney to drive on an unreinforced elevated slab.
Given the rebar is present and I don't want to pay to map it out exactly (probably couldn't anyway), is there an issue with cutting through...
The concrete slab is covered by a 4.5" layer of wood block so there will be no way to visually inspect. The racking comes in at 220 psf on a 250 psf slab but only covers about 1/4 of the floor area. The rest is unloaded except when a jitney is present.
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...
Thanks for the reassurance all. I agree that drilling out cast in anchors and applying epoxy installed threaded rods could actually reduce the capacity if something else goes wrong. And thanks for the 'compliance paranoia overrides good judgement' comment, made me laugh.
Sandman: Good find in...
I believe the contractor is requesting the use of a pocket foundation(slide 19) which is a 'typical' foundation for precast however I have never used it. I am confused how the bottom of column would be exposed. Is the top of foundation at grade level? I have used the attached detail in the...
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 LH designation wasn't established until 1962 unfortunately. I contacted SJI and they claim no such member was ever made so I can only conclude that someone screwed up haha.
We ended up just moving the new RTU from midspan of the member to the supporting girder.
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!
JAE:
That does make sense and I do understand the difference now. The issue was that I was using formulas that did not base the rigidity on a unit load rather on h/d ratio and material properties. I found it much easier and more accurate to model each frame/shearwall individually in Risa with...
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...
