Yes the wall is designed for at rest pressure. Larger wall but very little deflection. Thus my question as to separate or tie together. Thanks for your input.
I am working on a two story building that has a basement wall on one side of the first floor. After discussion with the contractor/client we have decided to build the steel frame as a normal two story building and cast the basement wall around the HSS columns along this one wall. This is...
Indianola,
It appears that you have posted while I was replying to earlier posts. Your thoughts on diagonal bracing are well taken. I am in low seismic (North Carolina). Wind dictates for most of the state with one & two story strucures. I like the plywood idea...I use it on timber framing...
Dave,
I agree with your thinking 100%. That is how I originally approached this problem. When I couldn't find an example in my overwhelmingly vast collection of books and reference materials I began to have some concern. Thus is why I posted the thread to seek the input of others. I have...
I believe jcox has brought up a good point. I don't know that out-of-plane bending would be an issue as much as the moment applied about the long axis of the column. I design the diagonal bracing as a column and design the connections to keep the loading along the centerline of the brace to...
I can understand your plight. When I first left school it was tough going. This was especially odd because at the time my geographic area was one of the fastest growing areas in the USA and rated as one of the best cities to live and work in. I had a mechanical engineering degree with honors...
FYI...I have posted this on the Moment Frame and Shear Wall Forum, but decided to post it in this forum as well to maximize possible responses.
I am working on a single story conventionally framed steel building. The roof system will be standard barjoist framing supported on wide flange beams...
I am working on a single story conventionally framed steel building. The roof system will be standard barjoist framing supported on wide flange beams. Due to some architectual limits on the placement of internal columns (which subsequently limits 'K' bracing placement) and the client's desire...
This building has four of these bars at the rear, that, according to local history, were installed back in the 1950s during a minor renovation. The original Town hall, that is across the street from this building, was renovated back in the 1980s with the same system, but I cannot locate the...
I am looking for some information and advice on using 'tie bars' for a building renovation. Several of the buildings in the vicinity of the one that I am working on have been upfit with 'tie bars' that run cross wise through the building to hold the outer URM walls from rotating/buckling. The...
I agree with both AJGIII & mwang. The collar tie style repair will work, but if the rafters are not sufficiently stiff in relation to the collar tie height, then the rafters will thrust outward. At the rafter heel are there parrallel ceiling joists? If so the collar tie should be adequate...
Depending on the site, load, etc. this could become a separation problem. In fact, I can't think of instance where it would not be a concern. Especially when you consider each piece as independently overturning. Most residential footing 'additions' are doweled into the existing footing with...
Lufti,
Thanks for the link. I have passed this on to my associate. They have already re-drawn the details they needed, but this will come in hand in the future.
Thanks
Ledger construction for floor joists in quite common in my area. Typically the code covers the method by which the ledger must be installed. Granted your house pre-dates most building codes. The strength is provided as the others have indicated, through shear and compression. Where I see...
Before starting, I would like to note that I have searched on the web and through this site for this topic, but to no avail. I know it isn't related to structural engineering but I cannot find an good place to post this (maybe the ASTM section).
Does anyone know where I can locate the...
TahoeEng
I am not clear on the (d/de)^2, it is my understanding that this type of correlation is used for end bearing notches. I was wrong about a specific (to your case) detail in the Timber Construction Manual on tension splices. In the Appendix to AITC they have some dos and don'ts for...
TrusJoist MacMillan does not recommend notching the beam in the fashion you describe (according to their literature on PSL beams).
Assuming that I understand your post correctly, the notch is on the bottom (tension side of the beam). For a simple approach, will the beam work as a 9.875"...
rlflower
It sounds like my detail and analysis is very similiar to yours. I have developed a set of details and instructions that allow the contractor to provide the anchorage pre or post footing pour. They don't mind the intensity of this detail, they want something simpler (really though...
I haven't seen it exactly like this, but I would imagine if the original stiffening repair could not be made to the top of the top flange or the bottom of the bottom flange (due to aesthetics, physical constraint, et al), the only way to add more section is just inside the flanges. I can see...
Thanks rccon. I am glad that someone agrees that anchorage should extend to the footing.
By the way, you are right, I somehow typed the wrong number in there. Every house is different. Each wing panel will take any where from 1000# to 2000# each. The typical value being closer to 1000#...
