Search results for query: *

Hi All, I am working on a permanent shoring wall that has wide flange piles placed in drilled concrete piers with one row of grouted tiebacks. The shoring wall is about 24 ft tall and piles and tiebacks are spaced at 8 ft in plan. I just received the submittal from the shoring contractor...

@Aesur, I'm not exactly sure our firm's justification for sheathing the entire structure as SW1. But I'm not sure I've ever seen a construction site in our area where the entire building isn't clad with plywood before the WRB, etc. goes on. To @driftLimiter 's point, I also ignore the...

Thanks for the input everyone. It's sounding like there's not really an issue performance-wise with reducing the number of shearwalls. For this particular project, it does seem like it's stepping over dollars to pick up pennies. But at the very least I can go through the design exercise and...

Hi all, I am working on a two-story residential project in the Pacific Northwest. The project is typical wood framing spanning to stud walls and plywood shearwalls. In an attempt to save on construction costs, the contractor for the project is looking to reduce the number of shearwalls. His...

Hi all, I am working with an architect that would like to cantilever floor joists from the interior of the house to the exterior in order to form an 8 ft cantilevered deck. I am aware of the thermal bridging and waterproofing issues associated with this, but right now I am trying to convince...

I think you're right. Time to start making some calls.

Current plan is to batter some piles. I am more so curious what others think the pipe section needs to be in order to get driven.

Hi all, I am in communication with a geotechnical engineer regarding the foundation for a two-story, wood-framed residential structure in the pacific northwest. The stem wall foundation will sit on driven pipe piles. We are considering either 4" or 6" diameter steel pipe piles, and have...

I have recently been designing some cantilever beams, and have been thinking more and more about a conservatively enveloped design for cantilevers. My question in short is, to what extent is it standard practice to pattern loads on a given beam in order to achieve the worst case shear/moment...

I am working on a very simple structure for a generator enclosure. It consists of a couple retaining walls that retain 3 ft max, with a slab-on-grade to support a back-up generator for the client's house. The proposed location of the generator pad is very close to the property line, so we've...

Okay thanks for the insight. RWW0002, I checked the number of trusses needed to move down to 16" spacing, and they would need to add 14 more trusses... So increasing the panel thickness to meet 24" spacing definitely seems like the more economical approach. Thanks, Craig H, for a Canadian's...

Hi all, I am designing a building in a high snow load region, and am hung up on sheathing specifications. The roof assembly is typical, with roof sheathing over manufactured roof trusses. Given the snow load of ~80 psf, the truss manufacturer says that trusses @ 24”oc will work. The roof...

I am analyzing a structural slab that has equivalent steel at top and bottom (As = As'). This creates an issue when computing "a", where a = (As-As')*fy/(0.85*f'c*b). Surely there is a way to calculate the strength of a slab with equal top and bottom reinforcement without "a" going to zero? Any...

I do not have access to Lpile or Allpile. I can do some pier design in RetainPro, and I can find the flexural demand of the piers in Shoring8, but that's what I'm working with right now. Appreciate the insight everyone.

My lingering question is if I can truly rely on the piers to be in tension and compression to resist the overturning of the active pressure? Or if I need to design the piers to have adequate flexural capacity?

HTURKAK, just curious, what is the rationale for the shorter and staggered heel piles? The section in my original post describes the retained height for the basement. I would keep in mind that this is only a two story house, so the loads above are not that substantial. The geotech provided...

I appreciate the insight, Waxwing. I have done a little research on piles, but only enough to get to this point. hotmailbox, since it's such a steep slope, they only need to excavate a couple feet to drill the piers. But they will backfill behind the wall up to 12 ft to create a flat grade at...

I am designing a foundation system on a steep slope in CA where one basement wall needs to retain about 12 ft of soil. Instead of having one huge drilled pier to resist the lateral earth pressure and induced moment, I am trying to design a paired pier system, where the lateral load is resisted...

I am designing a foundation system for a single family residence that consists of drilled concrete piers and grade beams, per the recommendation of the geotechnical engineer. One wall in the basement retains about 8 ft of soil. I have designed a grade beam section for this wall that is about 6...