Since storage racks tend to place high shear loads on the flooring, you might consider some simple sleepers to spread this out. Pay close attention to the orientation of the sleepers relative to the joists.
The mass of gang molds for 2x2 cubes is significantly greater than the mass of the cubes. Small disturbances of the molds result in large disturbances to the samples.
The minimum according to ASTM D2487 is #4, #10, #40 and #200. That results in a rather poorly defined curve for determining D10,D60...etc. It is common practice to use 4,8,16,30,50,100 and 200. This allows a defined determination of the gradation curve as well as being able to compute the...
Agree with EireChch.
You probably have normal dilation and pumping, not actual liquifaction.
You could also mix in a few percent portland cement and call it a day.
I notice you're in Great Britain...you probably have a minimum prescriptive code requirement for bearing capacity. In the US it is often 2ksf (96kPa).
For analysis, yes, a conventional approach is fine.
You should not seal their details. If you include them in your plans, add a note that the details were provided by X and they are required by X, but you have made no evaluation or assessment as to their viability.
Have you considered placing a lean concrete "mud slab", applying coal tar waterproofing and then waterproofing the exterior walls of the below grade sections?
Agree with SRE...french drain won't work
My insurance is through Admiral. I do a lot of condo work, but mostly forensics so liability is lower. Premium is about $12k per year for $1 mil policy.
The roof slab will have to be analyzed to see if it can structurally withstand the loads for a floor and potentially additional loads from the structure above if it can't be passed directly through columns. The code mandated loads on a roof slab are different than for a floor slab, typically...
dik is correct. You will have to take ownership of the project. Your state board likely has a procedure for assuming a project from another engineer. It can get expensive as you are typically required to review their entire design, validate it and take if from there under your banner.
I agree with phamENG. I have been practicing in Florida for 45 years and have designed hundreds of structures for wind loads. I still run into things that make me scratch my head, so there is no "cut and dried" solution to basic structural design other than what phamENG said.
Good luck and I...
