Abstract
Penetration is involved in many geotechnical engineering practices such as site characterization and pile installation. In this study, we investigated the influence of pausing-induced stress relaxation on the penetration process using photoelasticity. A thin cone penetrometer was designed and penetrated a photoelastic granular specimen in two different ways: one is continuous penetration, during which the penetrometer penetrates the specimen continuously for a target travel distance; the other is termed as intermittent penetration, which consists of two short penetration stages separated by a long pausing stage. The penetration rate and overall penetrometer travel distance for the two cases are kept the same. Stress relaxation was observed during the pausing stage and the influence of stress relaxation on the subsequent penetration process was evaluated by comparing the penetration resistance, and force chains, stress field, and displacement field of the granular specimen. Results indicate that pausing-induced stress relaxation is due to particle rearrangement and causes reduction in penetration resistance within a limited travel distance.
| Original language | English (US) |
|---|---|
| Pages (from-to) | 130-139 |
| Number of pages | 10 |
| Journal | Geotechnical Special Publication |
| Volume | 2022-March |
| Issue number | GSP 334 |
| DOIs | |
| State | Published - 2022 |
| Event | 2022 GeoCongress: State of the Art and Practice in Geotechnical Engineering - Geophysical and Earthquake Engineering and Soil Dynamics - Charlotte, United States Duration: Mar 20 2022 → Mar 23 2022 |
ASJC Scopus subject areas
- Civil and Structural Engineering
- Architecture
- Building and Construction
- Geotechnical Engineering and Engineering Geology
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In: Geotechnical Special Publication, Vol. 2022-March, No. GSP 334, 2022, p. 130-139.
Research output: Contribution to journal › Conference article › peer-review
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TY - JOUR
T1 - Penetration and Relaxation in Dry Granular Materials
T2 - 2022 GeoCongress: State of the Art and Practice in Geotechnical Engineering - Geophysical and Earthquake Engineering and Soil Dynamics
AU - Huang, Sichuan
AU - Mahabadi Mahabad, Nariman
AU - Tao, Junliang
N1 - Funding Information: The university-ased b authors were supported in part by the National Science Foundation under grant CMMI-1663654 over the course of this investigation. Any opinions, findings, and conclusions or recommendations expressed are those of the authors and do not necessarily reflect the views of the National Science Foundation. Funding Information: This paper is based on work supported by the South Carolina Department of Transportation (SCDOT) and the Federal Highway Administration (FHWA) under Cont ract SPR No. 745. The contents of this paper reflect the views of the writers and do not necessarily reflect the official views or policies of the SCDOT or FHWA. The writers gratefully acknowledge conversations with Bill Clendenin, Patrick Duff, Joseph Gel lici, Scott Howard, Steven Jaumé, James Kellogg, and Norman Levine on the geology of South Carolina; and Brady Cox and Brady Flinchum on surface-wave testing at high -V S contrast sites. The writers also gratefully acknowledge the comments from anonymous reviewers, which have greatly improved this paper. Funding Information: This material is based upon work supported by the U.S. Geological Survey under Grant No. G21AP10019-00. Funding Information: This work is funded by the Nuclear Safety Research and Development (NSR&D) Program, which is managed by the Office of Nuclear Safety within the Office of Environment, Health, Safety, and Security (AU ) to provide corporate -level leadership supporting nuclear safety research and development throughout the Department of Energy (DOE). The authors would like to thank Patrick Frias from the NSR&D Program for the sponsorship of this study. The authors also acknowledge that the ground motion data used in this study belong to Tokyo Electric Power Company and Chubu Electric Power Company, and the distribution license of the data belongs to the Japan Association for Earthquake Engineering. Michael Salmon and Rich ard Lee, our collaborators at Los Alamos National Laboratory (LANL), were an invaluable support during WKLV ZRUN DQG &DUHQH /DUPDW JHQHURXVO\ SURYLGHG DFFHVV WR /$1/¶V LQVWLWXWLRQDO KLJK performance computing resources. Special acknowledgement to John Lou ie, Michelle (Dunn) Scalise, and Eric Eckert in the Department of Geological Sciences and Engineering at the University of Nevada Reno, and Arthur Rodgers from Lawrence Livermore National Laboratory (LLNL), for their insights into regional -scale seismic simulations and SW4. Funding Information: Financial support for this project comes from the National Science Foundation (NSF) under Grant CMMI-1916152. Any opinions, findings, conclusions or recommendations expressed in this paper are those of the authors and do not necessarily reflect the views of NSF. The authors would also like to acknowledge collaboration with the centrifuge modeling team (Trevor Car ey, Nathan Love), and numerical team (Mandeep Basson, Anna Chiaradonna) for their contributions to the comprehensive study of well -graded, coarse-grained soil behavior as part of this project. Funding Information: This material is based upon work supported by the National Science Foundation under Award CMMI -1855406 and CMMI -2044887. Any opinions, findings, and conclusions or recommendations expressed in this material are those of the authors and do not necessarily reflect the views of the National Science Foundation. The authors are also grateful fo r the support by the Faculty Research and Creative Endeavors (FRCE) Research Grant 48058 at Central Michigan University. Funding Information: This UHVHDUFK ZDV GHYHORSHG IURP WKH ILUVW DXWKRU¶V 3K ' UHVHDUFK DW WKH 0LGGOH (DVW Technical University. Partial support for this research was provided by the TUBITAK 2214 -A International Research Fellowship Program for Ph.D. students. We would also like to thank Prof. Dr. Robb Moss from California Polytechnic University for providing insights during the conduct of this research and related projects. Funding Information: This research includes calculations carried out on Temple University's HPC resources and thus was supported in part by the National Science Foundation through major research instrumentation grant number 1625061 and by the US Army Research Laboratory under contract number W911NF -16 -2-0189. The authors would like to thank Dr. Michael Afanasiev (Mondaic, Ltd.) for his support with the forward simulation in Salvus. Funding Information: The work presented in this study was supported through funding from the Alabama Department of Transportation and the Highway Research Center at Auburn University. Any opinions, findings, or recommendations expressed herein are those of the authors and should not be interpreted at representing the official policies or opinions, either expressed or implied, of these organizations. Funding Information: This project was funded by the SCDOT and the FHWA under grant SPR 732. Any opinions, findings, and conclusions or recommendations expressed in this material are those of the authors and do not necessarily reflect the views of the SCDOT or the FHWA. The authors would like to acknowledge the SCDOT for their assistance in collecting the FWD data and Dr. Bradley Putman of Clemson University for facilitating the subgrade soil sampling efforts. Funding Information: This study was supported in part by the SCDOT and the Fede ral Highway Administration (FHWA) under Contract SPR No. 745. The contents of this paper reflect the views of the writers and do not necessarily reflect the official views or policies of the SCDOT or FHWA. The authors would like to thank Albert Kottke for his aid in adapting the Python code to perform the probabilistic site response analyses presented in this paper. Funding Information: The National Science Foundation N( SF) provided funding for this ow rk G( rant No. CMMI 2516191 ) and for the Natural aH zards Engineering Research Infrastructure N( EH RI) centrifuge facility at CU Davis G( rant No. CMMI -251 0.)185 Any opinions, findings, and conclusions, or recommendations expressed in this material are those of the authors( ) and do not necessarily reflect those of the NSF. The lead author aw s supported yb the .U S. Fulrb ight Scholar Program. The authors ow uld also liek to thank F. uH mire, R. Reardon, and S. S. Ahmed for their laob ratory data. Funding Information: The authors gratefully acknowledge the support of this research by the Korea Atomic Energy Research Institute (KAERI) . Any opinions, findings, and conclusions expressed are those of the authors, and do not necessarily reflect those of the sponsoring organization. Funding Information: The research is sponsored by the Geothermal - llA iance Bavaria . We also like to thank our colleagues from the Geophysics Chair at the Ludwig Maximillian University, Munich, Dr. J. Wassermann, Dr. S. Yuan and S. Keil for providing us the seismic recordings, and the measured velocity profile. Funding Information: This research was supported by KAIST Analysis Center for Research Advancement (KARA). Funding Information: Financial support for this work was provided by the National Scie nce Foundation Grant No. CMMI-1563428. The support of Dr. Joy Pauschke, program director at the National Science Foundation, is greatly appreciated. Funding Information: This work was supported financially by the U.S. National Science Foundation through Gran CMMI-248. 1956 Additional support was provided by the Faculty Chair in Earthquake Engineering Excellence at UC Berkeley. The findings, opinions, and conclusions presented in this paper are those of the authors and do not necessarily reflect the views of t he sponsoring bodies. The authors would like to thank Dr. K. Ishihara who provided data and references on Japanese silty sands. Funding Information: This material is based on the work primarily supported by the National Science Foundation (NSF) under award number CMMI-1849674. Any opinions, findings and conclusions, or recommendations expressed in this material are those of the authors, and do not necessarily reflect those of the NSF. Funding Information: This work was supported financially by the U.S. Geological Survey G20AP00079. The findings, opinions, and conclusions presented in this paper are those of the authors and do not necessarily reflect the views of the sponsoring body. The authors ould w also like to extend gratitude to James Russell and Oliver Hay of Tonkin and Taylor, Ltd., New Zealand, for their help on this proj ect. Publisher Copyright: © ASCE
PY - 2022
Y1 - 2022
N2 - Penetration is involved in many geotechnical engineering practices such as site characterization and pile installation. In this study, we investigated the influence of pausing-induced stress relaxation on the penetration process using photoelasticity. A thin cone penetrometer was designed and penetrated a photoelastic granular specimen in two different ways: one is continuous penetration, during which the penetrometer penetrates the specimen continuously for a target travel distance; the other is termed as intermittent penetration, which consists of two short penetration stages separated by a long pausing stage. The penetration rate and overall penetrometer travel distance for the two cases are kept the same. Stress relaxation was observed during the pausing stage and the influence of stress relaxation on the subsequent penetration process was evaluated by comparing the penetration resistance, and force chains, stress field, and displacement field of the granular specimen. Results indicate that pausing-induced stress relaxation is due to particle rearrangement and causes reduction in penetration resistance within a limited travel distance.
AB - Penetration is involved in many geotechnical engineering practices such as site characterization and pile installation. In this study, we investigated the influence of pausing-induced stress relaxation on the penetration process using photoelasticity. A thin cone penetrometer was designed and penetrated a photoelastic granular specimen in two different ways: one is continuous penetration, during which the penetrometer penetrates the specimen continuously for a target travel distance; the other is termed as intermittent penetration, which consists of two short penetration stages separated by a long pausing stage. The penetration rate and overall penetrometer travel distance for the two cases are kept the same. Stress relaxation was observed during the pausing stage and the influence of stress relaxation on the subsequent penetration process was evaluated by comparing the penetration resistance, and force chains, stress field, and displacement field of the granular specimen. Results indicate that pausing-induced stress relaxation is due to particle rearrangement and causes reduction in penetration resistance within a limited travel distance.
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U2 - 10.1061/9780784484043.013
DO - 10.1061/9780784484043.013
M3 - Conference article
AN - SCOPUS:85126946747
SN - 0895-0563
VL - 2022-March
SP - 130
EP - 139
JO - Geotechnical Special Publication
JF - Geotechnical Special Publication
IS - GSP 334
Y2 - 20 March 2022 through 23 March 2022
ER -