Thanks for the response!! Just one more question, This is assuming that there is a diaphram below, in the case where the doors are on the first floor with the concrete foundation below, would you still apply the same methodology you describe in the last post? This has been asked a few times...
I have checked all the previous threads regarding the force transfer around openings approach that is specified in the the CBC2007 and I still have one question. Can this approach be used if the opening is a door rather than a window, assuming that holdowns are located only at the ends of the...
Thanks for the responses! I did check out the new ESR report and I will definitely take into consideration designing a 'fuse' that will not require the 2.5 multiplication factor of the factored loads
After looking into more, it appears that the use of a headed bolt will be required because the ESR report for the SSTB28 isn't updated to the IBC2006 yet. But my question still remains regarding the use of simpson strongwalls if people have calculated using the SSTB anchor bolts.
Hello,
I have been reading all the threads that I can regarding the ACI 318 Appendix D and the calculation for anchor bolt capacity placed in concrete. I just recently performed a calculation based on a Simpson shearwall that is SW18x9 and is resisting a relatively minor ASD load of 420 lb...
Hello,
I have been reading all the threads that I can regarding the ACI 318 Appendix D and the calculation for anchor bolt capacity placed in concrete. I just recently performed a calculation based on a Simpson shearwall that is SW18x9 and is resisting a relatively minor ASD load of 420 lb...
For some reason I could only see one pic and it was pretty blurry, it looked like a pretty steep slope. My client found somebody else that would put the six foot wall in for him with the slope of 1:1.
Thanks for the recommendations GeoPaveTraffic! That is pretty much the only conclusion that I could come to as well. Increase the wall height and decrease the slope behind it. As for the width that you were worried about. I think we got confused. I was using a 2' width assuming no geogrid...
BigH, The wall and footing will be on level ground, but the slope is already predetermined because it is existing. At this point I believe that a geotech will have to visit the site for an analysis of the existing slope and soil. How much would this cost the client?
Well, actually there is only one retaining wall that will be 6.6' high, this wall has a slope behind it of 1:1 for a distance of 10' where the property line screen fence is. At this point, the ground levels out. Setbacks are not an issue I believe because the client previously had a 3'...
Sorry for the confusion, the 150psf has to do with the Table 18-I-A in the CBC which shows the maximum allowable lateral bearing of a footing. In the case of a class 4 soil it happens to be 150 psf/ft below the natural ground surface, as far as the active earth pressure acting on the wall, I...
A client has asked for a retaining wall to be designed in his backyard which has an existing slope. The proposed wall will only be six feet high, CMU, with a concrete footing. The slope that will be behind the wall is at 1:1.
Without a soils report I am assuming a class 4 soil from the CBC...
I am trying to put a panel schedule together, but I have never done it before. It is for a pool building that has some pumps for the pool and spa. I saw an example of another one that shows equivalent load on the A and B phase, my question is whether this is required for 240 Volt application...
Thanks for the info. As a follow up question about the fact that the building itself is a duplex. Assuming that it was not a part of an association, what steps would be necessary to the city to open up the building envelope for construction? Thanks!
