Brigebuster,
thank you for the link. It has been very helpful and informative and addresses many of the concerns that I may have.
cvg,
I agree the slab may be seem overkill. It was not designed by me but rather it was an off-the-shelf design submitted by a colleague who's no longer with the...
I have designed an electrical equipment concrete pad consisting of reinforce concrete- see attachment (slab is on top of page). The client has asked for a design alternative consisting of a series of precast concrete blocks bearing over compacted stone-see attachment. They said that they have...
IBC 2009 section 1908.1.9 modifies the ACI 318 Appendix D as follows:
"Section D.3.3. Modify ACI 318, Sections D.3.3.4 and D.3.3.5 to read as follows:
D.3.3.4 - Anchors shall be designed to be governed by the steel strength of a ductile steel element as determined in accordance with D.5.1 and...
hi, sorry for my ignorance, i have a hybrid concrete and cmu shear wall system modeled with several steel and wood roof beams, etc.. I want to be able to get the total dead load. I created a load combination, (DL)and ran a single combination analysis. this where i im stuck.. what's the...
Dik, seems i can only attached one file at a time, so here's SK-1 http://files.engineering.com/getfile.aspx?folder=ac126406-1842-4160-b80d-6839793b166d&file=sk1.pdf
Dik, i like your suggestion. thanks. because the 3" diameter holes are continuously spaced at 12" o.c. and because this is designed as a special reinforced cmu shear wall, we have to provide a continuous bond beam below the holes. (see SK-1)
Mike, at 12" down was exactly to prevent what...
I apologize if my question seems vague. Let me add to this. I'm looking to check the effect on the in plane shear on the walls due to these added holes. Normally for a window or door opening, one would create wall regions, distribute the seismic shear based upon wall stiffness, because its a...
Our client wants to be able to drill 3" diameter holes @12" o.c 12" down from the rigid roof diaphragm. What's the best way to analyze this problem? It's a single story building in a high seismic category E?
