Info as follows was requested:
Factored pile capacities for various sizes.
Pile downdrag loads
Earthquake design data (Site classification for seismic site response - OBC 2006)
Pile uplift resistance (for uplift at braced bays)
Lateral resistance of vertical piles and allowable vertical and...
4 boreholes at this site:
N-Values of the Gravelly sand till layer (layer starts at 7m depth) range from 18 to 66 (Most values measured around 40 with only 1 at 18).
I will look into the helical screw pile alternative with geotech engineer. It will come down to $$ as always.
While I have the...
Gross uplift loads at each column (2 braced bays on each side of building) are in the range of 500-600 kips factored. Less Dead Load from this value leaves a net uplift that needs to be resisted by piles and/or grade beams.
We are in a fairly high seismic area and the weight of the building...
Total pile length is approx. 15m with the last 7m into a gravelly sand till. Bedrock is at 25m.
As suggested by civilperson I will span grade beams between the columns to resist the excess pile uplift that cannot be taken by # of piles I have at the uplift locations. It means quite...
That is, provide grade beams to span between the columns of the braced bay such that the uplift load is also resisted by the pile group at the column under compression.
Thanks for the help.
I agree with your statements and will investigate. Although, I'm not sure the owner's geotech has the expertise to provide more detailed info as you have suggested. If not, I suppose I am stuck with the value the geotech has provided unless the owner is willing to obtain other geotech services.
I am working on the design of a steel framed 4 storey office building founded on piles. I have quite significant uplift loads at the columns of the braced bays. The geotechnical engineer has provided an uplift resistance of 20% of the pile compressive resistance. With 245mm dia. steel piles...
In a January 2000 article of Concrete International there is a very good article called "24 Steps to Successful Floor Slabs"
Amoung other things, a 1 1/2" coarse aggregate with a 50 to 50 ratio of 3/8" aggregate is recommended.
I agree punching shear is important and should be checked, but there will also bending stresses within the slab, especially on a subgrade with k=100pci and significant post loads close together. As a result with the maximum bending stresses created I am needing a slab of this depth and at this...
Designing slab on grade to support significant rack loads (15000# per post) and using PCA charts to design it appears as though a plain slab is off the chart (when considering 2 adjacent racks back to back will give 2-15000# post loads only 8" apart). Using finite element analysis software...
Looking for a good reference with guidlines or design procedures on analyzing existing structural slabs to accomodate new openings?
In my case I am looking at a 5 1/2" continous one-way slab spanning about 12'-0 clear between adjacent concrete beam supports with #3 bars @ 8" o.c. T&B...
Is there a code specified maximum cantilever length for a ladder truss (2x4) fastened directly to the face of a truss such as on a gable end of a roof?
That is, with the ladder fastened directly to the first truss and not over top of the gable end wall and then fastened to the first truss inside...
