I think you could make the argument that Case 1 could be used, but I would look at Case 4 (Plates where the tension load is transmitted by longitudinal welds only). There are stipulations in Case 4 that lower U=1 to either U=0.85 or U=0.75.
KootK,
No, fortunately this is an addition to the existing fire station and there are high bay walls that block wind loading from introducing compression into the drag strut (W shape). Seismic loading could introduce compression into the member, but this is in a relatively low seismic zone...
Look at the Hilti website. I use their self drilling screws a lot, they have screws capable of making the connection. Shear and tension capacities are listed as well.
Yea def. not concrete designers. I do need the connection to the beam web with the bond beam that is parallel to the W-shape to drag the shear into the shear wall. But, I'm going to use the concrete masonry association detail (with some adjustments for splice length and such) to bypass the W...
I found a detail I may use just have to crunch the numbers. The forces in the bond beam are from metal roof decking acting as the diaphragm from wind/seismic/blast loading. So I need the bond beam to be continuous, or at least transfer the force as though it were continuous. The W16X31 is...
Ok, so I'm looking for some details of how to transfer the forces in a bond beam that is disrupted by a W-shape beam at a reentrant corner. I have attached a crude drawing to show my situation. The bond beam that is parallel to the W-shape I'm going to weld rebar to the beam web and tension...
The bond beam as we have it now is only one coarse. Also, the CMU walls are quite strong, as we had to design for blast loading due to it being on an airstrip and also on a military facility.
Yes, the beam is at/connected to the end of the 10" CMU shear wall (in the same plane as the shear wall). If you are referring to a connection similar to KootK's option (2) I'm not sure of the constructibility of the connection. There isn't much area in a CMU bond beam for (2) deformed bar...
Thanks, I found the equations for the tension breakout strength in ACI530. Our company just purchased the new code book and I didn't know we had it. I had also considered using anangle and welding it to the WF and running it along the face of the shear wall with embedded headed studs as well...
I have a situation where I'm using a wide flange beam as a shear collector for a diaphragm. The beam is parallel to meets a 10" CMU shear wall and I'm going to use the top bond beam to drag the shear into the shear wall. I'm going to weld a plate to the end of the wide flange with 2 headed...
I have a elevated hemispherical tank that I'm doing a seismic analysis. My question is how much does the geometry of the tank effect the convective and impulsive components of the base shear. I found the equations for the convective and impulsive components but they are for a cylindrical...
Thanks guys. I have analyzed the tank with its full design load. The tricky part will be the analysis of the elevated tank for sloshing under seismic loads. The tank and contents weight = 400kips and is elevated 16 ft.
I am doing an analysis of an elevated chemical storage tank. Should the liquid be defined as a live load or dead load? Secondly I need some insight into the seismic design of the elevated tank due to sloshing of liquid inside (ASCE chapter/section reference would help). Thanks
