The building was constructed in the 80's. We originally thought it may have witnessed a large uplift event and there is a 6' cantilevered deck above the wood wall along the entire length of the wall to support the theory. But there is no separation in the wood framing at all to signify a big...
The drawings that we do have only show horizontal reinforcing. With no diagonal or vertical cracks, settlement didn't seem to be the answer. Also placed on ledge.
Here is another photo of the interior of the wall. http://files.engineering.com/getfile.aspx?folder=e2dab6a3-5d0f-4e1d-ab7c-963b3c449d01&file=2017-08-02_14.23.26.jpg
We conducted an observation of an 8" by 5'-0" continuous foundation wall recently and observed something that we had not seen before. We observed that the wall has horizontal cracks approximately 3" from the top of the wall on both sides. The wall is approximately 40' long, but the cracks don't...
I observed an existing one story strip mall built in the 60's. The owner has an existing 24' wide by 100' long space and wants to expand into the neighboring 100' by 100' vacant space and in the process remove the common wall. The roof structure consists of metal deck over M12 beams evenly...
That is an option.
But isn't that essentially the same method as sizing a pier and footing to resist the thrust which would lead to a large footing? I have designed MB foundations in the past with pier/footing resisting designs and the contractor always complains about the footing size...
jopalu,
I don't have the actual thrust numbers yet. I have a preliminary maximum thrust from the MB of 46k. The main building does not have any interior columns up to the roof, only the first floor framing has interior columns. The tie beams would be in 20' segments between the interior...
The tie beams would span 20' from column line to column line. I was thinking that I would have the beams at the same elevation as the support beams, therfore 2 1/2" below the concrete deck and not tied into the deck or the slab. Deflection would not be a factor then. I would have a tie beam...
The building is 80' wide with a length of 180' with metal building columns at approximately 20' on center. There are no interior columns to the roof in order to minimize thrust(I wish there were).
The first floor framing consists of four 20' bays along the width with steel joists supported by...
Thanks for the responses. What about having a steel beam at each column location that would be tied into the pier and span the width of the building? I have four bays along the width, so the force would have to pass through a column connection.
Our client is requesting using a single slope metal building in order to save money on his next project. The building is also to have a full basement with a 10' floor to floor elevation. The floor framing is to be a concrete on metal deck supported by open web steel joists. The issue that...
JAE,
Yeah, I did and it was of great help for the joists. I read some other threads and they talked about having information on joist girders. If anyone was any information, I would appreciate taking a look at it. Thanks.
Jeff,
Could you please send me any information on joist girders. I have a 38" and a 24" joist girder with no tags. Please fax to 207-623-0016. Thanks.
Ben Murray, P.E.
Thanks for the comments. I will most likely get a specialist engineer involved in the project. It's just frustrating when I you talk directly to the people at HUD and ask them the criteria that you have to meet based on their requirements and they just shrug their shoulders. I have tried...
We have reviewed the idea of a berm but space is limited. We also do not know how high the berm would have to be due to a lack of infomation on the subject. I would have no problem having a specialist engineer design the wall. I would have no idea of where to find one though???
I have a proposed HUD housing project that is to abut a property that has a 40,000 LPG above ground tank located on it. HUD requires that any building be a minimum of 750' away from the center of the tank and that common outside areas be 1,300' away. If it is impossible to maintain these...
Thanks for the input. The allowable soil bearing pressure is 2500 PSF. I have assumed that I would need to use tension ties between the columns consisting of a thickened slab or grade beam with reinforcing, most likely consisting of large diameter bars with long splice lengths. I am not...
