Search results for query: *

You should provide a sleeve that is about 2" larger than the pipe and place compressible joint filler around the pipe so that the pipe is not rigidly embedded in the cmu wall

FeSE: Yes it is regular wood framed construction. I've been using the ASCE/SEI 7-05 because I haven't purchased the IRC. Is the IRC based on the CBC 2007 and ASCE/SEI 7-05, or is it an entirely different code?

ASCE/SEI 7-05 12.7.3 states that if you have structural irregularities Type 1a, 1b, 4 or 5 in Table 12.3-1, that a 3-D model is required with three dynamic degrees of freedom... For residential construction, Type 4 irregularities are quite common, and Type 5 comes up occasionally also. Does...

The trusses should have some sort of designation on them to indicate the manufacturer. With a little luck, you may find the original company that designed the trusses.

UcfSE: Is there a maximum Kzt when you go through all the possible combinations of K1, K2 & K3? I think I heard someone say it was 1.8. This is if someone didn't want to go through all the specific details.

Thanks for the help!

csd72: would a hillside lot qualify as significant geographical features? It sounds like we're talking about some severe topographic changes for this factor to apply.

My question to all is regarding the Wind Speed-Up Topographic Factor Kzt in the ASCE/SEI 7-05 6.5.7.1 & 6.5.7.2 Is there are simplified way to address this factor? Is this ever just equal to 1 (K1, K2, K3=0)? Is this just applied in specific isolated conditions? I'm a little confused by how I...

Thanks for all your help! I think I need to go purchase the ASCE/SEI 7-05. Sandman21: I checked out that website with the USGS, and it is very helpful.

I am alittle late getting familiarized with the new code as I bought the 2007 CBC yesterday as well as the Design Manuuals 1 & 2. I got a few questions if anybody can shed some light on: The Design Manuals make code references to the ASCE/SEI7-05, and the CBC also indicates that seismic force...

If you're installing an expansion type anchor to the underside of a concrete beam (which is what I understand is what you're suggesting, you need to consider if the beam is in tension on the bottom face at the loction you want to install. If so, this will undermind the anchor connection, as the...

If the dimensions is as GRV530 asked, then the easiest thing to do is design to shear panels on each side of the opening each with it's own holdowns. You can add horizontal straps at the top and bottom of openings just as a bonus. If you don't have the 2:1 aspect ratio required for plywood...

Enercalc is what I use for retaining wall design, concrete & cmu, but this not a free software you download on-line. If you have a landscape wall like Versa-Lok or Allan Block, then these individual companies might have a free software you can download from their websites

The collar tie roof truss would need to be designed to incorporate the point reactions from the hip beams, probably requiring beefier members than the typical collar tie roof truss. I usually check the truss with a pin & roller so you don't create a thrust reaction at the supports, the studwall...

I agree with abusementpark, steel bracing would be the best choice for the lateral load resisting system.

JRESE: What a coincidence, I live in El Cerrito. Your project wouldn't happen to be the one on Barrett Avenue near Edwards would it?

Thanks for the suggestions, I think that is about the best we can do. MSQUARRED48: Regarding the glue, I know that it would provide some connection, but is that accepted by City plan checkers? I guess I should mention that this project is in Oakland CA, Zone 4, 5 km to Type A Hayward Fault

I have a scenario as follows: I have a project where we are raising up an existing single story wood framed house and building a new lower level. The owner was planning/hoping to leave the existing finishes as-is. My question: I am detailing an interior lower plywood shearwall to the...

jike's suggestion for knee braces is a good one, just make sure the post and beam you connect to can resist the moment from the eccentric connection. You say the x-brace is in the way, can you do a chevron brace (inverted V)?

Miecz: The shear capacity I'm talking about is not shear friction, but from the concrete 2 sqrt f'c bd