Hi all, I’m designing the lateral resisting system for a house with virtually no available shearwalls on the lakeview side. Please see the attached sketch. This is in SDC D. It is a 2-story structure with a daylight basement. The architect already has concrete columns on the lower floor with...
Yes, I see that now. Thanks for the sketch. If the piles were vertical, then I should be able to use the frictional resistance but wouldn't have any lateral resistance from the piles. Perhaps I can design the basement slab to resist the sliding forces and dowel into the sloping sides of the...
Hello all, I'm designing a single family residential structure with a basement on potentially liquefiable soils. The geotech has recommended 4" diameter driven micro piles, and the use of battered piles for lateral resistance, but has also given a coefficient of friction to use for sliding...
Hi everyone. I’m working on a 3-story daylight basement residence in SDC D that is adjacent to a lake so the geotech has recommended 4”diameter pin piles down to depths of 60ft.
Typically, I design these basement walls as cantilever CIP walls with the toe of the footing extended out as needed...
Thank you both for the feedback.
I will definitely add a bracing note as well as take a look through my calculations and verify that I can use plumb piles at this location, and that none of them are in tension.
I really appreciate your time.
Thanks,
Hi all, I’ve got a situation where there is an existing 12’ tall ecoblock wall about 2’ away from a daylight basement house. The wall was reinforced with geogrid which will now need to be cut away for the new structure. The Geotech is aware of this and is reinforcing the wall with piles and/or...
Good point. Yes, I do have a bottom bar but this cold joint is very inconsistent and may occur anywhere, so I will definitely add a couple of bars at the bottom.
Thanks for clarifying.
Thanks for the replies.
KootK, adding some longitudinal bars to prevent vertical shrinkage cracks seems feasible, however, standard construction is to pour concrete stem walls after the footing has cured so wouldn’t that have the same potential for shrinkage cracks where the stemwall abuts the...
Thanks for the reply. Yes, there is dampproofing along the exterior but my concern was if the interface of the new pour may create pockets that may exceed the 1/8” maximum acceptable ‘crack’ width that the damproofing can reasonably span. Probably not much of a concern if they vibrate...
Hello all, the contractor on one of my projects had an issue with the concrete company and was only able to pour about a foot height of 3ksi concrete within 8" wide forms. The stems were to be anywhere from 18"-30" tall throughout the two-story wood framed residential house with 1'-4" x 0'-8"...
Hi, thanks for the replies. Stepping the footing sounds great structurally but I am trying to limit the amount of formwork cutting/notching/adding, and stepping the footing down would involve a modified form at the dropped stem location. I created a new detail which is a modified version of...
Hello Everyone. The contractor on several of my projects would like a typical detail for a situation where a drainage pipe exits the crawlspace of a new residence through the footing. These projects are typically 2-3 story light framed structures. The footings are typically 8" thick by 16"...
Hello everyone. The geotechnical engineer on a residential project that I’m working on suggested either pin piles or a mat foundation due to site conditions. The builder doesn’t want to use piles, so I’m designing my first mat foundation. I’ve never seen them on small light-framed wood...
Thanks for your response. Yes, I would prefer to use the skewed walls on the left in the design. Afterall, even though they are skewed, they will still have some sort of stiffness in the orthogonal direction and pick up some of the load. The question is, how do I determine their stiffness in...
Hi everyone, I’ve got a situation where I’m designing a three-story house in seismic category D, wind = 110 mph (ULT). The first level is a daylight basement with full height concrete basement walls at several sides where shown on the attached sketch. The front shearwalls on the lower level...
Yes, I agree; probably not worth the effort trying to reduce loads for shielding. If I get into a problem where I think the shear loads are unreasonably high then I may look into it a bit further, but for now will consider each parapet receiving full wind pressures. Thanks for all of your...
Hi everyone, first time posting to this site but have used it for years for guidance, so thank you! Anyways, I am in the process of gathering my MWFRS diaphragm loads and am looking for advice on how to model the parapet loads when there are multiple parapets along the length of the roof. The...
