MINIMIZING THE FAILURE RISK OF PILE BENT PIER UNDER SEISMIC LOAD USING GROUTING | ||||
JES. Journal of Engineering Sciences | ||||
Article 2, Volume 48, No 1, January and February 2020, Page 11-19 PDF (655.21 K) | ||||
Document Type: Research Paper | ||||
DOI: 10.21608/jesaun.2020.107371 | ||||
View on SCiNiTO | ||||
Authors | ||||
Ezzeldin K. Mohemd1; Emad Helal* 2 | ||||
1Construction Research Institute, National water Research Center, Egypt | ||||
2October University for Modern Sciences and Arts (MSA), Egypt | ||||
Abstract | ||||
The need for speed construction increases the use of pile bent piers. The pile bent piers not only reduces the construction time, but also, reduces the construction cost. They reduce the pile cab required frameworks time and cost. However, the behavior of the pile bent pier under seismic load may cause the pile failure under maximum moment acting on the pile under the ground with 2 to 4.5 times the pile diameter. In this research, a parametric study is performed to minimize the risks of pile failure under seismic loads by increasing the pile stiffnesses in the critical location using soil grouting. Different grouting widths (0.5, 1.0, and 1.5 m) are proposed and the effect of the grouting was compared in terms of acting forces on the pile. Grouting width 0.5 m around the pile decreases the seismic moment and increases the shear. However, increasing the grouting diameter than 0.5 m increases the pile stiffness and increases the acting forces. | ||||
Keywords | ||||
Pile Bent Pier; Drilled Shaft; Seismic Load; Grouting; FEA-Diana | ||||
References | ||||
[1] R. Ferdous and A. Thesis, “Pile Capacity Utilization for Bridge Bents Designed Using Simplified Procedures,” Louisiana State University and Agricultural and Mechanical College, 2007.
[2] B. Chang, “Simplified Procedure for Analysis of Laterally Loaded Single Piles and Pile Groups,” University of Hawai, 2003.
[3] A. E. Kampitsis, E. J. Sapountzakis, S. K. Giannakos, and N. A. Gerolymos, “Seismic soilpile-structure kinematic and inertial interaction-A new beam approach,” Soil Dyn. Earthq. Eng., vol. 55, pp. 211–224, 2013.
[4] B. Robinson, M. J. Kowalsky, D. Ph, and M. A. Gabr, “PILE BENT DESIGN CRITERIA By Submitted October 2006 Technical Report Documentation,”, Civil Eng. Dept., North Carolina University, October, 2006.
[5] B. S. En, “Eurocode 8 — Design of structures for earthquake resistance —,” vol. 3, 2005.
[6] G. Mylonakis, A. Nikolaou, and G. Gazetas, “Soil-pile-bridge seismic interaction: Kinematic and inertial effects. Part I: Soft soil,” Earthq. Eng. Struct. Dyn., vol. 26, no. 3, pp. 337–359, 1997.
[7] S.-S. Jeong, S.-Y. Ahn, D.-O. Kwak, J.-K. Lee, sang-y Jeong, Sang-Seom ahn, and J.-K. ong Kwak, Dong-Ok Lee, “A study on the lateral behavior of Pile-Bent Structures with P-D effect,” pp. 77–88, 2006.
[8] B. Robinson, V. Suarez, M. A. Gabr, and M. Kowalsky, “Simplified Lateral Analysis of Deep Foundation Supported Bridge Bents: Driven Pile Case Studies,” J. Bridg. Eng., vol. 16, no. 4, pp. 558–569, 2011.
[9] T. N. O. Diana, “User ’ s Manual Element Library,” no. Release 9.6, 2015.
[10]Y. Xiong, Y. Bao, B. Ye, G. Ye, and F. Zhang, “3D dynamic analysis of the soil– foundation–superstructure system considering the elastoplastic finite deformation of both the soil and the superstructure,” Bull. Earthq. Eng., vol. 16, no. 5, pp. 1909–1939, 2018.
[11]D. Bot, “Numerical modelling of an experimental energy pile,” Delft University of Technology, 2017.
[12] E. K. Mohamed and E. Khalil, “Innovative solution for the repair of hydraulic structures (regulators),” Water Sci., vol. 32, no. 2, pp. 179–191, 2018. | ||||
Statistics Article View: 212 PDF Download: 313 |
||||