Location
San Diego, California
Presentation Date
26 May 2010, 4:45 pm - 6:45 pm
Abstract
The site of the proposed Phase II Parking Facility at the San Manuel Resort Casino, Highland, California, is on a sloped terrain where there is a 35 ft. grade differential from the north to the south end of the planned structure. PB&A, Inc. was selected to design a 12,000 square foot Soil-Nailed wall with a maximum height of 37 ft. to protect the Parking Structure from the soil pressures resulting from sloping ground conditions at the site. The project site is located within 100 feet of the San Andreas Fault in the highly seismic Southern California region, characterized by numerous active faults and high level seismic activity. The alignment of the Soil-Nailed wall is located at the edge of the Alquist-Priolo Earthquake Fault Zone. The proximity of the Soil Nail Wall to this major seismic fault necessitated the preparation of a dynamic analysis to better assess the behavior of the wall during a seismic event. The main objective of this analysis was to determine the maximum deformation the Soil-Nailed Wall would undergo during an earthquake so that an adequate separation could be defined between the structure of the parking garage and the Soil-Nailed Wall. In addition, vertical soil nails (V-Nails) were to be installed directly behind the shotcrete facing of the wall to provide localized surface stability during construction. The effect of the V-Nails was to be studied in relationship to the overall performance of the wall. The Geotechnical Engineer of Record, Kleinfelder, provided three sets of spectra-matched outcropping acceleration time histories from three representative earthquakes: Duzce earthquake, Turkey (11/12/1999), Landers earthquake, United States (06/28/1992) and Chi-Chi earthquake, Taiwan China (09/20/1999). Using the information gleaned from these time histories, PB&A constructed a half-space model in PLAXIS, a Finite Element software application widely used in the industry. To construct the model, engineers used the "Mohr-Columb" soil model applied to layers of soil at the project site. The soil strength and stiffness parameters were based on the recommended values outlined in the Geotechnical Report and the shotcrete wall and soil nails were modeled with the plate (Beam) and ground anchor element, respectively. It was necessary to transform the acceleration time histories to the proper depth at the bottom of the PLAXIS model, as the acceleration time histories were recorded as the outcropping motions,. To accomplish this, the deconvolution process was performed in the SHAKE91 program. In the staged construction calculation, the horizontal and vertical displacement, velocity and acceleration are recorded at the top and the bottom of the wall in each step.
Department(s)
Civil, Architectural and Environmental Engineering
Meeting Name
5th International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics
Publisher
Missouri University of Science and Technology
Document Version
Final Version
Rights
© 2010 Missouri University of Science and Technology, 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
Barar, Pirooz and Liu, Qing, "Times-History Finite Element Dynamic Analysis - Soil Nail Wall - San Manuel Casino - Highland, California" (2010). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 53.
https://scholarsmine.mst.edu/icrageesd/05icrageesd/session05/53
Included in
Times-History Finite Element Dynamic Analysis - Soil Nail Wall - San Manuel Casino - Highland, California
San Diego, California
The site of the proposed Phase II Parking Facility at the San Manuel Resort Casino, Highland, California, is on a sloped terrain where there is a 35 ft. grade differential from the north to the south end of the planned structure. PB&A, Inc. was selected to design a 12,000 square foot Soil-Nailed wall with a maximum height of 37 ft. to protect the Parking Structure from the soil pressures resulting from sloping ground conditions at the site. The project site is located within 100 feet of the San Andreas Fault in the highly seismic Southern California region, characterized by numerous active faults and high level seismic activity. The alignment of the Soil-Nailed wall is located at the edge of the Alquist-Priolo Earthquake Fault Zone. The proximity of the Soil Nail Wall to this major seismic fault necessitated the preparation of a dynamic analysis to better assess the behavior of the wall during a seismic event. The main objective of this analysis was to determine the maximum deformation the Soil-Nailed Wall would undergo during an earthquake so that an adequate separation could be defined between the structure of the parking garage and the Soil-Nailed Wall. In addition, vertical soil nails (V-Nails) were to be installed directly behind the shotcrete facing of the wall to provide localized surface stability during construction. The effect of the V-Nails was to be studied in relationship to the overall performance of the wall. The Geotechnical Engineer of Record, Kleinfelder, provided three sets of spectra-matched outcropping acceleration time histories from three representative earthquakes: Duzce earthquake, Turkey (11/12/1999), Landers earthquake, United States (06/28/1992) and Chi-Chi earthquake, Taiwan China (09/20/1999). Using the information gleaned from these time histories, PB&A constructed a half-space model in PLAXIS, a Finite Element software application widely used in the industry. To construct the model, engineers used the "Mohr-Columb" soil model applied to layers of soil at the project site. The soil strength and stiffness parameters were based on the recommended values outlined in the Geotechnical Report and the shotcrete wall and soil nails were modeled with the plate (Beam) and ground anchor element, respectively. It was necessary to transform the acceleration time histories to the proper depth at the bottom of the PLAXIS model, as the acceleration time histories were recorded as the outcropping motions,. To accomplish this, the deconvolution process was performed in the SHAKE91 program. In the staged construction calculation, the horizontal and vertical displacement, velocity and acceleration are recorded at the top and the bottom of the wall in each step.
