Date
03 Jun 1988, 10:00 am - 5:30 pm
Abstract
The 1986 API method was used to predict the capacities of steel pipe piles, in predominantly cohesionless soils, for thirty three axial load tests. The ratio of calculated to measured capacities (QC/QM) was found to range from 0.15 to 3.0 with a mean QC/QM of 0.74. Reconsideration of the soil properties in terms of standard penetration resistances, made it possible to reduce the scatter to the range of 0.65 to 1.23 with a mean value of 0.93. The large errors previously existing for short piles were eliminated. Analyses were equally accurate for piles in compression and tension. The factor of safety required to reduce the probability of overloading to only 1% was reduced from 4.5 to 1.5.
Department(s)
Civil, Architectural and Environmental Engineering
Meeting Name
2nd Conference of the International Conference on Case Histories in Geotechnical Engineering
Publisher
University of Missouri--Rolla
Document Version
Final Version
Rights
© 1988 University of Missouri--Rolla, All rights reserved.
Creative Commons Licensing
This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License.
Document Type
Article - Conference proceedings
File Type
text
Language
English
Recommended Citation
Olson, Roy E. and Al-Shafei, Khalil, "Axial Load Capacities of Steel Pipe Piles in Sand" (1988). International Conference on Case Histories in Geotechnical Engineering. 52.
https://scholarsmine.mst.edu/icchge/2icchge/2icchge-session6/52
Axial Load Capacities of Steel Pipe Piles in Sand
The 1986 API method was used to predict the capacities of steel pipe piles, in predominantly cohesionless soils, for thirty three axial load tests. The ratio of calculated to measured capacities (QC/QM) was found to range from 0.15 to 3.0 with a mean QC/QM of 0.74. Reconsideration of the soil properties in terms of standard penetration resistances, made it possible to reduce the scatter to the range of 0.65 to 1.23 with a mean value of 0.93. The large errors previously existing for short piles were eliminated. Analyses were equally accurate for piles in compression and tension. The factor of safety required to reduce the probability of overloading to only 1% was reduced from 4.5 to 1.5.
