6. THE STRUCTURE IS DESIGNED TO BE STABLE IN IT'S FINAL FORM. THE DESIGN AND SAFETY OF ALL TEMPORARY BRACING, SUPPORTS SHORING ETC. NECESSARY FOR CONSTRUCTION SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
This is how I would do it. lol, Are you required to direct the shoring work? I...
To consider them "stacked" I would think something needs to brace them like a typical floor/roof diaphragm would. I am dealing with something similar now, and I think I 've talked them into a 2' deep "shelf" that I can sheath like a floor diaphragm to brace an intermediate top plate so I can...
I agree that is a reasonable way to manage the risk, and seems to be the norm to let the owner accept the risk when it is brought up. I just don't know what literature, code, guidance etc. to point to that allows the owner to choose not to mitigate a structural failure. Thank you for your...
To my knowledge, the word "liquefaction" is not in the IRC. In my area, Geotech investigations are not required unless the building official requires it. Most homes are built without one unless the owner desires to have one completed. If one is completed, it is usually because of concerns about...
Thank you all. I know that it is probably in my best interest to see the project through, get it fixed and never work with this contractor again. It just sounds so much more appealing to tell them it is their problem and not mine. I will swallow my disgust and get it done. I certainly will not...
I am curious to hear some of your opinions on this, and at the very least....vent a little bit. I am talking primarily about residential work here, but it is certainly not uncommon for a contractor to do something a little bit different than I intended. Surprise surprise. And I typically...
Thank you all for the input. I am thankful for this sounding board. My plan is to put joints in walls where shearwalls allow for them, and trust the TEK guidance for the remainder of walls that can't tolerate them.
In my discussion with some other engineers, it seems many do not account for...
Thanks for the inputs! Yes that lintel detail looks to introduce some complication/difficulty as well. Most of the openings are small with conventional masonry lintels. I suppose the guidance in the TEK for crack control is clear and uncomplicated, so I have confidence in that respect, but just...
I am curious to get a few opinions on an issue I have run into:
I like to provide control joints in CMU per the NCMA recommendations, and am typically able to do so with most buildings. I have run into a residential application with lots of openings. I am in a Seismic Category "C" with high...
The tables in the SDPWS for combined shear and uplift (Table 4.4.1 in the 2008 AWC SDPWS) are calculated assuming that the only nails that resist uplift are the ones that are in addition to the ones that are required for resisting shear. Typically in a usual house with a hip or gable roof, the...
