I have an existing footing with concrete stem wall sitting on top of it, centered. I need to cut the footing flush with one face of the stem wall for a length of about 5 ft in a few locations for a project. Do you know of any easy methods of doing this besides placing several vertical kerfs...
Strange situation here. I have a contractor that is supplying some structural items for an industrial application. They ran this scenario by me.
Don't bother with the whys. I got caught up in the whys for about an hour and I'm not sure why it HAS to be this way yet either.
A 18' long...
I have a job where the shear flow in a wood roof diaphragm is a little over 400 plf. Blocking is required. The framing sub doesn't want to supply the blocking for whatever reasons and they have the truss supplier (also a PE) saying that the blocking is not necessary. I've never been in this...
This is something that I hope all of us do... especially if we are licensed and stamping drawings for public works projects.
My question is, how do you do it? I've heard rumors of some type journals not standing up in courts because it was reputed to have been made after litigation began, no...
I posted this in the structural forum, but probably is better suited in here. This might not be an original idea and it might not be the best idea ever. Just wanted some opinions.
I have a site that got a pretty bad soils report and a rigid mat was recommended. Pretty light loads, one story...
This might not be original and it might not be the best idea ever. Just wanted some opinions.
I have a site that got a pretty bad soils report and a rigid mat was recommended. Pretty light loads, one story office building. 100 psf floor load. Line loads less than 1200 plf. Point loads less...
A building I'm working on has had some changes per the architect. I now have a point load from a newly added wind girt that was never anticipated. I've looked and looked for a way to resist the girt's reaction of 4500 lbs from wind loading. Not that big, but something has to do it.
Load is...
I have a job that has a ridiculously unlevel (or more correctly, not straight) stem wall. Three courses high. Supporting wood shear walls. Seismic Design B. 90 mph wind. Shear flow around 400 plf. Corrective action is needed.
I call for the cells to be grouted. Fortunately they have not...
I should probably know this, but I don’t.
I have some tall walls on a job that I spec’d some 5 ½” deep LVLs on as studs. The contractor wants to rip down some 11 7/8” LVLs. I know if it were a glulam it wouldn’t work because of the higher grade lams as you move from the N.A., but I was...
I am reviewing a prototypical building/calcs for a large chain restaurant. Prototype works in most of the country, but now it's a Seismic Design Category D. In one direction of the building I only have two 4' width of shear walls for the whole direction of the building.
Question: if you...
I have a situation where I am only allowed 12" to place a steel beam. I'm wanting to use a multiple span to reduce deflection. Dead + Live is around 2k/ft. Spans range from 30' to 20'. Yeah, it's going to be a pretty heavy piece of steel. The type of construction is commercial, but except...
When dealing with pitched rafters does anyone here consider the axial load generated by dead weight, snow, and live loadings? Usually, these type beams are handled using a horizontal plane method... which is theoretically incorrect. True, you arrive at the same values for moment but you...
