TB_STR
Structural
- Jan 28, 2017
- 5
I have a slab design I am working on for support of s 6000 gal fueld tank ar an airport with a vehicle apron.
I have a subgrade modulus from the geotech of 150 pci, even though we are removing 4 feet of soil and back filling with compacted granular fill.
And I have been given the parameter of 2000psf pressure beneath the slab. And A California Bearing Ratio of 25, combined with compaction of soils to 98% max density per ASTM D698.
I worked in transportation over 5 years ago and that may be why I was given the assignment. I have used CBR and subgrade modulus but it has been awhile and I have not found data that provides me with the process for applying the subgrade modulus and CBR to the slab thickness and reinforcing requirements.
I don't recall it being very complicated, I just seem to be unable to locate the documentation I had at my last firm. It was probably AASHTO, where I am now I primarily work on buildings. We don't have AASHTO publications in house. Just looking for a little guildince and approach for applying the given parameters for dtermining thickness, reinforcement (not min shrinkage - I can do that). The max tank load is estimated to be 2500 lb/ft or 208.3 lb/in.
Any suggestions or design example for approach with these parameters? I am sure the airplane fueling trucks will apply at least a 25 K design loading to the pavement apron, when loaded with fuel.
I have a subgrade modulus from the geotech of 150 pci, even though we are removing 4 feet of soil and back filling with compacted granular fill.
And I have been given the parameter of 2000psf pressure beneath the slab. And A California Bearing Ratio of 25, combined with compaction of soils to 98% max density per ASTM D698.
I worked in transportation over 5 years ago and that may be why I was given the assignment. I have used CBR and subgrade modulus but it has been awhile and I have not found data that provides me with the process for applying the subgrade modulus and CBR to the slab thickness and reinforcing requirements.
I don't recall it being very complicated, I just seem to be unable to locate the documentation I had at my last firm. It was probably AASHTO, where I am now I primarily work on buildings. We don't have AASHTO publications in house. Just looking for a little guildince and approach for applying the given parameters for dtermining thickness, reinforcement (not min shrinkage - I can do that). The max tank load is estimated to be 2500 lb/ft or 208.3 lb/in.
Any suggestions or design example for approach with these parameters? I am sure the airplane fueling trucks will apply at least a 25 K design loading to the pavement apron, when loaded with fuel.
