Search results for query: *

When you are designing the foundations at the reaction points (chords) of the shearwall, how do you distribute the load into the foundation. I have the case where the continuous ftg. along the exterior of the building recieves some pretty large compression reactions at the ends of some of the...

Yes, for sure. I'm using an HD10 hold down. The strap force is cos(45)*10 kips = ~7 kips. The screws to the track and vertical studs are to secure the gusset, but I don't know the shear capacity of screws and the capacity of the gusset.

I'm designing a metal stud shear wall the lateral shear at the top of the wall is about 10 kips. The tension compression couple at the end studs is also about 10 kips. I want to use a gusset plate at the corner (screwed to the sill plate (track stud)) and to the vertical studs. The strap will...

I have a question regarding cap plate connections. I've had some connections where I had a simply supported beam bearing on a TS column with a cap plate. I typically check the plate for local yielding and crippling of the TS wall per AISC 13 and the cap plate bending stress. However I...

The entire building will be shored and then the column will be cut and the transfer beam installed. There will be two angles welded to the top flange and bolted to the column via anchors for column stability. the beam is designed as unbraced so essentially, the brace is being designed to...

I have a situation where I'm designing a transfer beam in a concrete building. The columns are cast in place with brackets picking up precast T beams. The case is that one column near the center of teh building needs to be removed. I designed new TS columns near next to the existing columns...

Should I take the worst case of the short term and one second response spectra g values? I'm going to really get into reading it today, I would like to be knowledgeable before I begin working on it at work.

I recieved a project a couple days ago to do. It's s one story wood structure about 100'x50'. It's not rectangular, but skewed about 30 degrees maybe a bit more. Anyways, I have do design for the governing load out of wind and seismic. It's in Michigan so I think wind will govern. There are...

I did, but didn't think it would work. with such a long span

that's much easier than the new AISC code, which I was trying to use and it confused the hell out of me.

the vertical section is a W36x262, horiz is w21x93

w21x93

Ok, so what I did was design the the vertical beam as fully braced. I sized it based on an allowable deflection L/360=2.5". The strength did not govern the design. I designed the bottom (tension) flange for the load on it by decoupling the moment. I get a tension of 366 kips. Then I...

OK, I'll work on that and keep you posted.

I understand, and I'm going to do a calculation analyzing it this way. I'm not that familiar with this type of lateral bracing, but I was told to do the calc like this at work and am unsure of the result I got for the horizontal beam. I know I shouldn't just listen to what someone tells me and...

No, no, no. That's crazy. Of course I have not abandoned the the idea of using a horizontal beam for lateral support. What I'm saying is that deflection governs the vertical beam based on a fully braced analysis (.6*fy allowable compressive flange stress). Based on this, I want to design a...

Thanks you guys have been a great help. I sized the beam for L/360 deflection not based on strength. This is 75'*12/360=2.5". I calculated the Ix based on this deflection (which governed and easily satisfies strength requirements) and sized it for this.

I was reading in section 2.3 of blodgett that the horizontal shear is 0 at the ends, and it sounded suspicious to me.

correction the decoupled moment is 345 k 2% of this 6.9 kips. Even if I do design as a combined section, how do I know determine what the lateral force to resist is? That's what I'm struggling with. As of right now I'm using 2% of the beam reaction. which is .02*44.925 = .8985 k applied per...

By compression flange force do you mean decoupling the moment and just taking that load. When I want to calculate the horizontal shear at the edge, it's 0 obviously because it's at the end of the member. Additionally, the decoupled moment is 28.8 kips. 2% of this is .576 kips. I'll apply this...