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[rofl]Sorry lexpatrie, I love acronyms. 2x deck joist....Dj, Floor joist Fj.. Dblstud, this is one of the other methods that I had thought about as well. Good point about sistering deck joists and "when they rot" is correct, because they most likely will. Another question has come up about...

I posted something yesterday related to this topic, but I had not yet fully thought through all the issues. Here is what is going on Existing conditions: 2 story wood framed house with 2x12 fj that cantilever out 3ft and support the wall/roof load from above. Proposed condition: New...

Haha, forget I asked....I had a major brain fart.

beav-eng, I have already sketched it but I am not 100% sure about the reactions. I initially assumed that the reactions would be the fbd of the entire new & existing joist section with 3 rxn's. The beam is 18'-6" it supports roof, floor and balcony. 40psf LL & 60psf LL for balcony. A wood bm...

I am doing a residential project where there is an existing 2 story house and they are adding a new front balcony. The existing floor joists cantilever 3.5ft and support the wall (roof) above. Since this isn't the best condition I am adding a steel beam under the wall above so that I can...

Just learned a new term...I had no idea what a plinth was until now. That makes sense...basically a square reinforced column that the steel column sits on and the masonry retaining wall extends through. Is this correct?

I am working on a small project and I would like to get opinions about my approach to a problem. Scope of work is a free standing patio cover roof (300sf) where 2 of the posts are supported on top of a new retaining wall. Since there are no walls for lateral resistance, and this is southern...

Thanks guys, I appreciate the info.

It has been a long time since I have designed a concrete shear wall since the majority of my work is in light framed residential. Last time I did was in 2010 or 2011 and I know that there has been some major changes with the code with respect to slender concrete walls. Unfortunately, I have not...

I realize the mechanics, I guess what I am wondering: If the backfill is compacted prior to pouring the slab, wouldn't the majority of the cantilever action & tension in the rear reinforcement already be developed? Then probably a week or so after this the slab would be poured and tied into the...

I am designing a cantilevered retaining wall, 8" poured in place concrete, 6ft retaining for residential. There is a slab on grade behind the wall that I would like to make a positive connection with to the back of the wall at the top. I would like to limit the potential separation of the slab...

Just saw this question to my post awhile ago. The soil is artificial fill 30 to 50 ft above bedrock. The fill material is CL fine grain sandy clay

BA, I'm curious how do you go about determining the degree of batter? Is there a rule of thumb? I thought about calculating the deflection but I'm not sure how accurate that would be in this situation.

Thanks I appreciate the recommendations.

Thanks BA. Thats a good idea to stiffen up the area between the walls to work as a unit. The soil is fill down to 50ish foot, but it is considered competent with passive values for the caissons of 150pcf and twice that for isolated caissons. I have never speced out a battered pile like that...

I have been hired to design the retaining wall system for a hillside residence. Basically the owners house sits about 20ft behind the top of a 2 horizontal to 1 vertical slope with a height of 20ft. They want to extend the backyard to just beyond the downslope location in addition to a zig zag...

Thanks guys. Yes, I know that at these retaining heights that a standard cmu wall will be fine, but the city is requiring a design.

Thanks for the input.

I have a small project, residential site walls to include planter walls that will be retaining 3ft max above grade. I'm curious as to what active soil pressure I should be using to design these planters with. If I assume code minimum values then my active design pressure would be 60pcf. The...

I have a small project, residential site walls to include planter walls that will be retaining 3ft max above grade. I'm curious as to what active soil pressure I should be using to design these planters with. If I assume code minimum values then my active design pressure would be 60pcf. The...