Improving design phase evaluations for high pile rebound sites : final report.

Details

• Creators:
  Cosentino, Paul J. ; Kalajian, Edward H. ; Eldeen, Yahya S. ; Bleakley, Albert M. ; Wisnom, Brian ; Omar, Ali ; Dekhn, Hadeel ; Misilo, Thaddeus J. ; Shaban, Alaa M.
• Corporate Creators:
  Florida Institute of Technology. Civil Engineering Dept.
• Corporate Contributors:
  Florida. Department of Transportation
• Subject/TRT Terms:
  • Bridge construction
  • Cone penetrometers
  • Evaluation
  • Fines (Materials)
  • Geotechnical engineering
  • Pile driving
  • Rebound
  • Soil components
  • Soil penetration test
  • High pile rebound
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• Resource Type:
  Tech Report
• Geographical Coverage:
  United States ; Florida
• Edition:
  Final report
• Corporate Publisher:
  Florida. Department of Transportation. Research Center
• Abstract:
  A testing program performed to help determine typical soils properties encountered during pile installation when high rebound ; occurs produced a decision matrix for geotechnical engineers. High pile rebound (HPR) occurred at numerous sites in Florida. ; Samples from standard penetration test (SPT) borings and thin-walled tube sample borings were used in addition to cone ; penetrometer with pore pressure (CPTu) data to determine soil properties trends. ; Relationships between rebound and (a) SPT blow counts (N), (b) CPTu pore water pressure, and (c) fines content (FC) from ; previous studies were evaluated. Based on a large number of data points, weak correlations exist between inspector’s rebound based ; and N, with rebound decreasing as N increased. There could be a relationship between rebound and FC up to about 35%; however, ; beyond this threshold, there is no clear relationship. A weak correlation exists between CPTu pore water pressure and rebound. ; FDOT Specification 455-5.10.3 based 0.25-inch rebound criterion was originally used but produced inclusive ; comparisons; therefore 0.5 inch rebound was used to yield these results. Grain size data show that rebound may be a ; function of certain grain sizes, implying that engineers could inexpensively locate HPR soils. The dry unit weights of the cohesive ; HPR soils are much lower than expected, with many values being less than the density of water. Although there was no difference in ; the Unified Soils Classification System or American Association of State Highway and Transportation Officials Classifications ; between HPR or non-HPR soils, as both classified as SM or A-4/A-2-4, the following differences were observed: (a) The average silt ; content for the HPR soils is more than twice as high as non-HPR soils, while both D30 and D60 are three times higher in the HPR soils ; than in the non-HPR soils; (b) the Atterberg limits of the HPR cohesive soils produced an average plastic index nearly twice that of ; the soils that displayed low to non-HPR problems; (c) the presence of silts significantly affects HPR; (d) clay content of cohesionless ; soils may be an effective index for predicting HPR; and (e) the Atterberg limits PI and clay content clearly showed differences ; between HPR and non-HPR soils. FC in the 30 to 40 % range could be an indicator of rebound greater than 0.5 inches. Sands with ; fines from 12 to 50% showed the greatest rebound potential. ; Permeability of HPR soils was one or two orders of magnitude lower than the non-HPR soils. Cyclic triaxial testing indicated ; that HPR soils are much more resilient than non-HPR soils. HPR and non-HPR soils plotted in somewhat distinct regions on soil ; behavior type charts. The rebound soils plotted as cemented silty fine sand with trace phosphate and shell or as cemented clayey fine ; sand with fines. Rebound soils are dilative while non-rebound soils are contractive.
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• Format:
  PDF
• Funding:
  BDV28-977-01
• Download URL:
  https://rosap.ntl.bts.gov/view/dot/31002/dot_31002_DS1.pdf
• File Type:
  [PDF - 62.58 MB]
• Collection(s):
  US Transportation Collection
• Main Document Checksum:
  urn:sha256:b20e1c6c44ba7e74bf346c32da7fb15e4edc63b2de16ad5a1d1047679dc782a1