Hello all,
I am currently working on a project that a large portion of the site falls within the footprint of an arena that was partially below grade to depths of approximately 40 feet.
The arena structure was reinforced/post tension concrete that was imploded and the removal of the debris is...
This is a very broad question, so please go easy on me. I currently work at a geotech firm that mainly uses corrected SPT resistances corresponding with index properties (i.e. atterbergs, moisture contents, gradation, etc.) for giving foundation recommendations. We predominantly practice is the...
Has anyone here had success using geofoam for vibration mitigation? I am working on a modeling project for the design of an isolation slab supported with stem walls, the void space between the foundation, adjacent walls, and beneath the iso-slab will be filled with geofoam. Essentially just a...
I am trying to get a rough estimate on settlements beneath a 4' x 6' slab loaded with 35 kips (non-eccentric). The bearing material is predominantly sands (SC). Am I being over conservative with a 12' settlement seat? I am using schmertmann's method to give approximations. Thanks in advance.
J
Hello,
General request for opinions on the following:
I work for a local geotech firm that services areas in the upper to lower coastal plains of SC. We typically run into sites that require the upper XX amount of cleaner sands (SP to SP-SM/C) to be "densified in-place". My general thought on...
I am currently working as the geo on a new development. I have given initial recommendations to undercut 6 feet of the underlying CH material. The CH has PI's up to 27, and I am approximating 1800 psf swell pressures. The owner and SE have pitched the use of rammed aggregate piers, and we shot...
I have been trying to spot any significant changes within section 1613 of the 2015 IBC concerning response accelerations and site coefficients. As far as I can tell, there seems to be little change in this section of the 2015 code. However, the USGS seismic tool only references up to the 2012...
I am currently coring shotcrete test panels for a tieback shotcrete wall system. ASTM C42 requires you specify axial or lateral for the direction of load applied with respect to the horizontal plane as concrete is placed. Am I to take that as lateral because of the actual loading condition or...
I have a shear and moment load at the base plate of high mast light pole supported by a drilled caisson. The moment reaction is in "in-kips".
Do I just divide that by 12 to get foot-kips? I am not familiar with this nomenclature. The end result is a comparison of broms method maximum positive...
