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Thanks for your input everyone. I like the idea of soldier piles if the loads get too high. I'm thinking of restraining it at the top and at a few feet below the top of the side retaining walls. I may add a T-beam at that level to transfer the load to each wall. It'll have to be done in three...

I've recently received a plan set for a new 3-story home that will have a 24' tall reinforced concrete retaining wall. The wall is located between the rear of the garage (at top level) and the house which is cut into the hillside (about 24' down from garage slab). The retained portion will be...

Azcats, I'll definitely point out the new code user notes to the plan checker. Thanks. chri3eb, We're submitting for an ADU (accessory dwelling unit). So we're going through the whole CBC process with calculations, etc. The full 20 psf roof load is being used. I think the restrictions in...

It's in Southern CA (Riverside County). That's exactly my position at this time GC Hopi. Thanks for the feedback.

I guess the construction is inferior, but allowed for a rinky dink patio cover.

No, I don't think he wants it to be designed for a lighter load. He's just hung up on the statement that a patio cover shall not be higher than 12', nor be above one story. But I believe they mean patio cover as described in the context of appendix I (designed as an exception to normal...

Has anyone had a deck cover denied due to the restrictions of CBC or IBC Appendix I? It states that a patio cover may be built with lighter live load (10 psi) and with some other light duty building requirements. Because of the way it's written, it seems that the intention is to allow people...

A client needs structural analysis for an existing light gauge steel Ag building. The frame is mostly 16 and or 14 ga HSS. The roof and wall sheathing is 26 ga PBR roof panels. 1 - Where can the light gauge HSS design values be found? 2 - If available, where can the shear wall design values...

If a retaining wall is backfilled prior to restraining the top, would the soil pressure be active? Specifically, I want to tie the top of the retaining wall to the slab. I assume the wall will tilt prior to restraint. So it seems it will be active. The cantilevered condition is the worst case...

You might consider talking the client into using a steel or wood framed roof with steel roofing. You could lighten the roof snow load based on the ability of the roof to shed the load.

Thanks everyone for your input. I think I'll set up a tiered pricing structure.

What if you designed it with a known weak link (grommets & stitching) that wouldn't allow much snow to build up. It would tear apart in the middle or something and dump the snow. Just don't stand under it when it's snowing.

Why not? Can you flow fill to the bottom of the pipe? I don't think the soil will settle under the plumbing weight. Your slab is independent anyway. If you have holes at say every 10', you should be able to adjust it and bed it with a flow fill. This should all be the MEP's job right? You...

I'm assuming this is a waste line you need to install. If this is the case, what about cutting the small openings per rowingengineer and have the pipe bored under the slab in one piece (polypipe) or have the pipe inspected prior to installation. The entire pipe could be pressure tested after...

There will be different wind, seismic and/or soil conditions. I'm wondering what I should charge in the case of a really large re-use. I'll most likely be providing the site plan also. I'm thinking about a percentage of the job to a maximum. What if I proposed a set fee per job up to 200' of...

Have you considered a steel frame between the posts with T&G paneling? The steel frame ends could be embedded & might be used to supplement the posts.

I designed some precast concrete wall systems for a client who plans to re-use the design for future projects. The walls and footings will need to be checked and possibly re-designed for various conditions. Each structural package should be fairly easy to put together. I want to propose a...

If your cover is less than the aggregate size, the bull float will ride up on the aggregate over the bar. To push it down it has to push it aside. Then you have an irregularity and will probably get more water bleeding up there also. I don't know for sure that it'll crack, but I've never...

I'll take a stab at it. Let me know if my reasoning is flawed. If you know how far the shutter deflects, you can figure the time. Assuming constant deceleration(probably wrong), the average velocity is 50 x 12/2 = 300 in/sec. So t = x/300 sec. Your acceleration is 50ft/sec / t. For 1"...

Thanks for your input. A client posed the question via e-mail with no explanation. I'm still waiting to find out what it's for & why A11. The last thing I want to do is quick research and give bad advise.