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What is your role, are these Structural Drawings? If they use your drawings to get the permit then often there are questions from the reviewer, or shop drawings that require your sign off. Which if they aren't going to pay you, you could refuse to respond to. Seems screwy, that they would...

You are correct fattdad, the contractor didn't do a good job of protecting the site, and the nude slopes were ripe for eroding. It also highlighted that a mostly flat 1.5% slope area about 900 feet long exists above the slope produces sheet flows that crest over the slope in their journey.

That was my concern. May have to look at some super-expensive options, as the site is up, running, and crowded with solar arrays so no space to create diversions, or retention.

I have a site with a newly constructed 50 foot long 3:1 slope. Rills are forming from overland flows from a 5 acre mildly graded area above it that is overtopping the crest that is about 600 feet long. Wattles seem like they be an option, but I'm not sure if the application is appropriate to...

You want to get the velocity down to the velocity of stormwater in the channel that you are feeding into.

What is the value of the riprap apron at a culvert inlet in a native wash, and what are guidelines on how far out to extend the inlet apron upstream? Just had a plan reviewer that wanted me to include riprap apron in front of culvert inlets, and am trying to decide how big the apron should be...

Yes Arizona, I was just wondering if anyone new of any technical/functional/operational reasons for their preference significant enough for them to state it in their hydraulics manual.

The new ADOT Hydraulics manual has a bullet that states that the use of arch or oval shapes is only allowed if required by hydraulic limitations, site characteristics, structural criteria or regulatory requirements. Does anybody know why this is the case? I've seen quotes from contractors with...

He does put an assumed minimum bearing pressure, wind pressure and passive pressure on the detail which seem to indicate conditions that it would be designed for.

thanks dhengr, I agree with you that these walls seem to work, and that they are prescriptive, i.e. history shows they do good enough even though they may be difficult to get the numbers to work, it is a bit frustrating when people want something that is very similar but a little different such...

I saw that and figure that it is related to their use of a 10 mph wind load. But I couldn't get it to pencil out at 10 mph even treating the whole wall and panel concrete footing with the pilaster to resist overturning. Perhaps they just don't need to meet 1.5 overturning F.S.

Mesa, AZ has a guide for Residential Fence Walls and Retaining walls with the attached 4" interlocking block wall W/ Pilasters detail in it. I sometimes get asked to design a wall that is similar to this wall i.e. a little retaining, or a little bit higher, but I am unable to get this wall to...

I am trying to locate a 2" gas vent valve that is normally open, the ASCO Series 8214 valve specified will take 12 weeks to get, what other valve manufacturers are there for a 2" gas vent valve that I could look into.

I generally add the weight of the footing if I'm using a prescriptive code given allowable bearing pressure, and that seems to be the standard of practice. If I am using a soils report frequently the soils report says that the weight of the footing can be ignored. The concrete is generally...

Yeah that's what I was trying to say, that basing foundation uplift on truss reaction uplift is incorrect, and in my opinion the BO is wrong, but that is the only number the BO has to go off of. I would suggest have somebody probable an engineer give them calculated MWFRS uplifts at the footings.

It seems to me that the trusses would be designed with a component and cladding wind load, while the uplifts taken down to a foundation would generally be from Main Wind Force Resisting System Loading. These loads are different with the components and cladding being higher to take into account...

I did the same design recently and the 1-1/2" pipe didn't work for a guardrail post. The strength deduction for the weld occurs at the same place as the max moment of the vertical posts. Unfortunately the one I was checking was existing as the client was ambitious I guess. I had to make them...

For Design of a ground supported storage tank holding a fluid, the ASCE 7-05 Code references seismic base shear from impulsive weight, and sloshing mass weight. I'm not sure I fully understand exactly what these are, but from their descriptions I'm assuming that the impulsive weight is the...

I use the ASCE combinations like you use, I use the overstrength factor to factor up the load for drag connections with seismic loading.

I think that rigid foam would be a good idea, but it isn't my call on this one, this is the Architects decision, and they're doing it for their own new office building so I think they're trying to do something inovative. I've thought about using steel straps (similar to how cold formed steel Z...