JLNJ-
I am registered in both US and Canada (BC,AB,SK,MB and ON. You will fill out an application just like you did for any US state. They will require you take the PPE test minimum if all the other qualifications are there. The PPE test was one of the most maddening test I've ever taken. I...
Tristan,
The forces are obviously substantial to warrant this many shear studs in your design. I guess my first concern is what are the forces that are going to this connection? At first blush, it seems impossible the concrete designer will be able to take these forces.
JoshH726,
I'm currently registered in 26 states and have had a NCEES record for over 25 years. I pursued the Model Law SE designation years ago but when they looked at my transcript and the classes I had taken, I was short 1 SE class,though I had worked as a SE for over 20 years by then. (32...
Hey Jon,
I see no one has responded yet. I'm registered in 23 states and though I'm not registered in NJ I've seen issues like this in other states. I'm willing to bet this is just a misunderstanding and you do meet the requirements for licensure in NJ. Ask them to clarify what they need for...
I appreciate the information guys. The concrete construction crew doing our slabs is sold on the fibers and the engineering group supporting them has showed them videos of this added fiber outperforming an 8" slab with 2 layers of #5 bars. :) I did tell them I've been hearing things like this...
Hello,
I'm sure this has been discussed to death but needed to ask your opinions about fiber. I work for a building supplier but have been a SE for 30 years and this topic keeps coming up. Will macrosynthetic fibers adequately replace regular rebar in slabs on grade?
I know it will it help...
BrentKnesal,
Looking at ACI318-08 pages 97 which is section 7.10.5
Longitudinal bars not at the corners do not require additional ties if they are 6" clear or less away from the corner bar. Once the bars get farther away from the corner than 6" clear than an additional tie is required. See...
Hawfaz is correct about DL and LL. The loading for these buildings is no different than a conventional steel building. They are just have lighter framing but the same environmental loads.
To BAretired
If this is a salt storage shed, there will be lateral forces from the salt storage occurring above the floor. yes absolutely, the panel projects another 12' above the floor
•Are the precast panels acting as retaining walls to contain the salt? yes
•If so, are the panels relying on...
Spats-
Actually our salesman finds projects like this to bid, in addition to the non-bid market we service. Most often these bids are building only but this was a foundation and building together as a bid package. Our salesman didn't dictate anything regarding the footing, it is just the...
ha ha
The precast panel is continuous, this DOT will never let tie beam penetrate the panel. I've been asked to come up with a new solution, crap, I'm a steel guy, not a concrete guy anymore.:) I don't even know if the DOT will accept my design as it varies from their standard detail and this...
Thus the frustration of working in a bid environment. There are enough guys who will assume something and propose something and get the project with little regard for the soil until the excavation starts to happen. I've been an SE for 30 years, 11 of it in consulting. I would say less than...
SteelPE-
Well, I sign both building drawings and foundation drawings so my concern is real. I can't say my concern is the same for a foundation by others but when my stamp is on the drawing, I do the work required.
Here is another section of that footing I drew with more detail. I didn't send this one earlier as we SE's tend to get distracted by all the questions I'm not asking. :) This would eliminate surcharge loading but I still would tend to put some soil pressure against the footing on the right...
To give you more of the picture; we are the building supplier who very often design footings because the owners are too lazy to hire separate SE's to do the foundation design. I am an SE and get pulled into designing these foundations more often than I would like. This section was put out by...
jayrod12-
I guess I will go back to the salesman and tell him the footing is wholly inadequate for this application and let him decide what he wants me to do.
Thanks guys
dcarr82775-
What I have is Movert=16200x7'-6"=121,500ft-lbs. disregarding soil pressure and surcharge loads like you stated.
Mresis=23,200 x 4'/2 + 4'x7'-6"x8'x150x4'/2=118,400 ft-lbs. (used 8' of beam)
F.S.=118400/121500=0.97
Thus factor of safety is not even 1.0 and I was shooting for 1.50.
Winelandy- I guess I getting the picture that no one likes this footing. The reactions are accurate, we have Metal Building Software that calculates these forces and this is due to DL+CL+SL, the reduced for slope snow load is 14.3 psf.
ztenguy - The shape of this footing has been dictated to us by a DOT department. I don't have the option to change the width of the footing, it was their requirement. The 4'x7'-6" footing/beam is continuous all the way around the building. It is their design.
