Recent content by jechols

I have several MT-SCBFs I am designing the connections for. I have determined several of the members do not meet the requirements of D1.1 for b/t ratios. My question is when do the webs of beams, columns, and/or struts have to meet the h/tw limiting ratio? Depending of the axial load, several...

Thanks to everyone for your responses!

That is what I was thinking until I found this article.https://files.engineering.com/getfile.aspx?folder=f6198439-9816-4ef7-9f8b-aaaa84d8b7df&file=steelwise-october-2013.pdf

thread507-422360 I have a one-story structure with stacked X-bracing same as the referenced thread above. I am not understanding how it is not a K-brace. The definition from AISC Seismic Design Manual (5.2) states: where a brace frames to a column at a location where there is no out-of-plane...

Thanks WARose, Just discovered other issue so the angles will all have to be refabricated anyway.

I have a project where beam to column web connection angle have been fabricated (bolted-bolted) but are on 4" C/C and will be impossible to install. Is it acceptable to change to bolted-welded using the already fabricated angles that have holes in both legs. The angles will be shop welded to the...

Thanks for the reply Mike. Where would you measure the development length from? The hook on the hooked anchor bolt or the bottom of the embed plate?

I think you only need to satisfy the load combinations. 0.6D + W or 0.6D + 0.7E. Using the load combinations gives you a factor of safety of 1.67 using service level loads which is D + W or D + 0.7E.

I have a general question about uplift on a fully grouted masonry wall. I am looking at FEMA 361, Second Edition / August 2008, page 6-26 (166 of 374) Figure 6-4. Here is a dropbox link to that page: https://www.dropbox.com/s/5zjiqca8qo8v1it/FEMA%20361-Figure%206-4.pdf?dl=0 This is a diagram...

Thank you for responding!

I am trying to determine if my interpretation of the wind pressure distribution for walls in ASCE 7-05 is correct. Method 2 - Any Height: Only the windward wall pressure varies with height "z". The leeward and side wall pressures should all be calculated using the mean roof height "h" to...

I have also through-bolted a channel each side, then remove the wall below, and then welded the bottom plate to the channels.

StructuralEIT: A sump is not required for it to be a French Drain. Sometimes a sump (which is just a pit) is located at the end of a French Drain System but not always. Some french drains just daylight and the water flows out at a grade lower than the elevation you directing water away from...

Definitions: A shallow trench, perhaps lined with tile or containing a perforated pipe, backfilled with gravel and then covered over, used to collect and channel runoff water. a drainage trench filled to ground level with fragments of brick, rock, etc. Here is a link...

IMO a french drain system is free draining stone (#57 maybe) in wedge behind basement wall with a perforated pvc drain pipe next to footing or at base of wall. If that is installed the Geotech usually gives me 50 pcf equivalent fluid pressure for an at-rest condition like a basement wall. J