DOCSLIB.ORG

Analytical Study on Flood Induced Seepage Under River Levees Senda Ozkan Louisiana State University and Agricultural and Mechanical College, [email protected]

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Analytical Study on Flood Induced Seepage Under River Levees Senda Ozkan Louisiana State University and Agricultural and Mechanical College, Sozkan@Lsu.Edu Louisiana State University LSU Digital Commons LSU Doctoral Dissertations Graduate School 2003 Analytical study on flood induced seepage under river levees Senda Ozkan Louisiana State University and Agricultural and Mechanical College, [email protected] Follow this and additional works at: https://digitalcommons.lsu.edu/gradschool_dissertations Part of the Civil and Environmental Engineering Commons Recommended Citation Ozkan, Senda, "Analytical study on flood induced seepage under river levees" (2003). LSU Doctoral Dissertations. 2342. https://digitalcommons.lsu.edu/gradschool_dissertations/2342 This Dissertation is brought to you for free and open access by the Graduate School at LSU Digital Commons. It has been accepted for inclusion in LSU Doctoral Dissertations by an authorized graduate school editor of LSU Digital Commons. For more information, please [email protected]. ANALYTICAL STUDY ON FLOOD INDUCED SEEPAGE UNDER RIVER LEVEES A Dissertation Submitted to Graduate Faculty of the Louisiana State University and Agricultural and Mechanical College in partial fulfillment of the requirements for the degree of Doctor of Philosophy in The Department of Civil and Environmental Engineering by Senda Ozkan B.S., Middle East Technical University, 1992 M.S., Louisiana State University, 1996 May 2003 ACKNOWLEDGMENTS I am very thankful to my main advisor, Dr. Dean Adrian. He always showed his full trust, encouragement and support to my efforts. With his vast guidance, I have experienced the joy of applied mathematics in my research. My appreciation also extends to my dissertation committee, Dr. Vijay Singh, Dr. Roger Seals, Dr. Mehmet Tumay and Dr. Nan Walker for their valuable guidance. I would like to thank the U.S. Army Corps of Engineers (USACE) for funding this project through contract DACW39-99-C-0028, and Mr. George Sills, USACE Vicksburg District, who first suggested this research idea. I thank the support and understanding of my friends, co-workers, and my managers at Gulf Engineers and Consultants (GEC), Inc. I also thank Mr. William Luellen for his editorial reviews. I want to acknowledge Ms. Joan Adrian for her continuous support to my family. The Adrians became my second parents in the U.S. My special thanks go to my spouse, Ahmet who has supported me through all of my graduate studies. He has encouraged me and tried to make contributions at every step of my research. I also owe a lot to my parents and brothers for their inspiration and encouragement. And my very special thanks go to my little boy, Toros. I wouldn’t finish this research without his love, joy and cheers. ii TABLE OF CONTENTS ACKNOWLEDGMENTS .................................................................................................. ii ABSTRACT .....................................................................................................................v CHAPTER 1 INTRODUCTION .......................................................................................1 1.1 Objectives ................................................................................................................5 1.2 Outline of Dissertation.............................................................................................6 1.2 Scope of Study .........................................................................................................7 CHAPTER 2 BACKGROUND AND LITERATURE REVIEW..........................................10 2.1 Introduction ...........................................................................................................10 2.2 Seepage Erosion ....................................................................................................10 2.3 Development of Underseepage and Sand Boils ....................................................14 2.3.1 Field Observations of Underseepage and Sand Boils................................15 2.3.2 Soil Properties Susceptible to Piping ........................................................20 2.4 Geology of Lower Mississippi River Valley and Its Influence on Levee Underseepage ........................................................................................................21 2.5 Previous Studies on Levee Underseepage Conducted by USACE........................27 2.6 Current Underseepage Analysis Methods..............................................................31 2.7 Analytical Studies on Transient Flow....................................................................32 2.8 Cumulative Effects.................................................................................................37 2.9 Summary and Concluding Remarks ......................................................................39 2.10 List of Symbols and Acronyms..............................................................................40 CHAPTER 3 TRANSIENT FLOW MODEL IN A CONFINED AQUIFER .................42 3.1 Introduction............................................................................................................42 3.2 Analytical Modeling of Transient Hydraulic Head in a Confined Aquifer by Laplace Transform Method....................................................................................43 3.3 Analytical Modeling of Transient Hydraulic Head in a Confined Aquifer by an Approximate Method.............................................................................................49 3.4 Results and Discussion ..........................................................................................51 3.5 Summary................................................................................................................60 3.6 List of Symbols......................................................................................................61 CHAPTER 4 TRANSIENT FLOW MODEL WITH LEAKAGE OUT OF A CONFINED AQUIFER.............................................................................64 4.1 Introduction............................................................................................................64 4.2 Analytical Modeling of Transient Hydraulic Head with Leakage Out of a Confined Aquifer by Laplace Transform Method .................................................64 4.3 Analytical Modeling of Transient Hydraulic Head with Leakage Out of a Confined Aquifer by an Approximate Method......................................................73 4.4 Results and Discussion ..........................................................................................75 4.5 Summary................................................................................................................90 4.6 List of Symbols......................................................................................................91 iii CHAPTER 5 CONSTRUCTION OF TRANSIENT FLOW NETS................................94 5.1 Introduction............................................................................................................94 5.2 Construction of Transient Flow Nets for Infinite Depth Aquifers........................95 5.3 Construction of Transient Flow Nets for Finite Depth Aquifers ........................100 5.4 Results and Discussion ........................................................................................104 5.5 Summary..............................................................................................................109 5.6 List of Symbols....................................................................................................109 CHAPTER 6 PERFORMANCE ANALYSIS ...............................................................112 6.1 Introduction..........................................................................................................112 6.2 Performance Analysis of Transient Flow Model in a Confined Aquifer.............117 6.3 Performance Analysis Transient Flow Model with Leakage Out of a ConfinedAquifer ..................................................................................................123 6.4 Summary and Conclusions ..................................................................................128 6.5 List of Symbols....................................................................................................130 CHAPTER 7 EVALUATION OF CUMULATIVE EFFECTS ....................................131 7.1 Introduction..........................................................................................................131 7.2 Cumulative Analysis for Underseepage in a Confined Aquifer ..........................133 7.3 Cumulative Analysis for Underseepage with Leakage Out of a Confined Aquifer .................................................................................................................139 7.4 Summary and Conclusions ..................................................................................147 CHAPTER 8 CONCLUDING REMARKS...................................................................149 REFERENCES ................................................................................................................153 APPENDIX A CALCULATIONS AND GRAPHS IN CHAPTER 3 AND 4 ..........160 APPENDIX B CALCULATIONS AND GRAPHS IN CHAPTER 5.......................174 APPENDIX C CALCULATIONS AND GRAPHS IN CHAPTER 6.......................180 APPENDIX D CALCULATIONS AND GRAPHS IN CHAPTER 7.......................199 VITA ..............................................................................................................................241 iv ABSTRACT A common and potentially dangerous
Load more

Recommended publications
  • Liquefaction of Soils in the 1989 Loma Prieta Earthquake
    Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances 1991 - Second International Conference on in Geotechnical Earthquake Engineering and Recent Advances in Geotechnical Earthquake Soil Dynamics Engineering & Soil Dynamics 13 Mar 1991, 5:00 pm - 5:30 pm Liquefaction of Soils in the 1989 Loma Prieta Earthquake Raymond B. Seed University of California, Berkeley, California Michael F. Riemer University of California, Berkeley, California Stephen E. Dickenson University of California, Berkeley, California Follow this and additional works at: https://scholarsmine.mst.edu/icrageesd Part of the Geotechnical Engineering Commons Recommended Citation Seed, Raymond B.; Riemer, Michael F.; and Dickenson, Stephen E., "Liquefaction of Soils in the 1989 Loma Prieta Earthquake" (1991). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 9. https://scholarsmine.mst.edu/icrageesd/02icrageesd/session12/9 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. \ Proceedings: Second International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, ~ March 11-15, 1991, St. Louis, Missouri, Paper No. LP02 _iquefaction of Soils in the 1989 Lorna Prieta Earthquake ~aymond B. Seed Michael F.
    [Show full text]
  • USGS Professional Paper 1551-F
    The Lorna Prieta, California, Earthquake of October 17, 1989-Marina District THOMAS D. O'ROURKE, Editor STRONG GROUND MOTION AND GROUND FAILURE THOMAS L. HOLZER, Coordinator U.S. GEOLOGICAL SURVEY PROFESSIONAL PAPER 1551-F UNITED STATES GOVERNMENT PRINTING OFFICE, WASHINGTON : 1992 THE LOMA PRIETA, CALIFORNIA, EARTHQUAKE OF OCTOBER 17,1989: STRONG GROUND MOTION AND GROUND FAILURE MARINA DISTRICT EFFECTS OF GROUND CONDITIONS ON THE DAMAGE TO FOUR-STORY CORNER APARTMENT BUILDINGS By Stephen K. Harris, EQE Engineering and Design; and John A. Egan, Geomatrix Consultants CONTENTS Estimated response spectra indicating amplified spec- tral ordinates of approximately 5 for the "soft7'-soil-profile zone were calculated from ground motions recorded on Page bedrock in Pacific Heights. Using these response spectra, a F181 simplified, single-degree-of-freedom dynamic analysis of 181 the comer buildings was undertaken. Building weights 182 ranging from 400 to 500 kips (1,800-2,200 kN), and wall 182 186 stiffnesses of 0.67 kipsiin. per foot of wall (385 kN/m per 188 meter of wall), were estimated. Building periods ranging 188 from 0.8 to 1.25 s were computed. Correlations were made 189 between spectral displacement and observed damage, indi- 191 cating a maximum spectral displacement for the heavily 191 193 damaged buildings approximately equal to the observed 193 permanent lateral deformation, and between structural base 194 shear and observed damage, suggesting a damage threshold of approximately 15 to 20 kipsift (225-300 kN/m). Results indicate that the severe damage to this class of buildings in ABSTRACT the Marina District was due to a combination of factors, particularly the near-coincidence of the fundamental build- Damage in the Marina District from the earthquake ing period with the maximum spectral displacement.
    [Show full text]
  • Geology-Based Probabilistic Liquefaction Potential Mapping Of
    Clemson University TigerPrints All Theses Theses 5-2012 Geology-Based Probabilistic Liquefaction Potential Mapping of the 7.5-Minute Charleston Quadrangle, South Carolina for Resilient Infrastructure Design Lawrence Simonson Clemson University, [email protected] Follow this and additional works at: https://tigerprints.clemson.edu/all_theses Part of the Civil Engineering Commons Recommended Citation Simonson, Lawrence, "Geology-Based Probabilistic Liquefaction Potential Mapping of the 7.5-Minute Charleston Quadrangle, South Carolina for Resilient Infrastructure Design" (2012). All Theses. 1386. https://tigerprints.clemson.edu/all_theses/1386 This Thesis is brought to you for free and open access by the Theses at TigerPrints. It has been accepted for inclusion in All Theses by an authorized administrator of TigerPrints. For more information, please contact [email protected]. GEOLOGY-BASED PROBABILISTIC LIQUEFACTION POTENTIAL MAPPING OF THE 7.5-MINUTE CHARLESTON QUADRANGLE, SOUTH CAROLINA FOR RESILIENT INFRASTRUCTURE DESIGN A Thesis Presented to the Graduate School of Clemson University In Partial Fulfillment Of the Requirements for the Degree Master of Science Civil Engineering by Lawrence A. Simonson May 2012 Accepted by: Dr. Ronald D. Andrus, Committee Chair Dr. C. Hsein Juang Dr. Wei Chiang Pang This research was supported by the National Science Foundation, under grant number NSF-1011478. Any opinions, findings, and conclusions or recommendations expressed in this material are those of the author and do not necessarily reflect the views of the National Science Foundation. ii ABSTRACT Two geology-based probabilistic liquefaction potential maps are developed for the 7.5-minute Charleston, South Carolina quadrangle in this thesis. Creation of the maps extends the previous liquefaction potential mapping work of the Charleston peninsula by Hayati and Andrus (2008) and Mount Pleasant by Heidari and Andrus (2010), and improves upon the previous maps by using peak ground accelerations that vary with local site conditions.
    [Show full text]
  • A Geomorphic Classification System
    A Geomorphic Classification System U.S.D.A. Forest Service Geomorphology Working Group Haskins, Donald M.1, Correll, Cynthia S.2, Foster, Richard A.3, Chatoian, John M.4, Fincher, James M.5, Strenger, Steven 6, Keys, James E. Jr.7, Maxwell, James R.8 and King, Thomas 9 February 1998 Version 1.4 1 Forest Geologist, Shasta-Trinity National Forests, Pacific Southwest Region, Redding, CA; 2 Soil Scientist, Range Staff, Washington Office, Prineville, OR; 3 Area Soil Scientist, Chatham Area, Tongass National Forest, Alaska Region, Sitka, AK; 4 Regional Geologist, Pacific Southwest Region, San Francisco, CA; 5 Integrated Resource Inventory Program Manager, Alaska Region, Juneau, AK; 6 Supervisory Soil Scientist, Southwest Region, Albuquerque, NM; 7 Interagency Liaison for Washington Office ECOMAP Group, Southern Region, Atlanta, GA; 8 Water Program Leader, Rocky Mountain Region, Golden, CO; and 9 Geology Program Manager, Washington Office, Washington, DC. A Geomorphic Classification System 1 Table of Contents Abstract .......................................................................................................................................... 5 I. INTRODUCTION................................................................................................................. 6 History of Classification Efforts in the Forest Service ............................................................... 6 History of Development .............................................................................................................. 7 Goals
    [Show full text]
  • Morphoseismic Features in the New Madrid Seismic Zone (Central USA) and Their Implications for Geotechnical Engineering
    Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (1998) - Fourth International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 11 Mar 1998, 1:30 pm - 4:00 pm Morphoseismic Features in the New Madrid Seismic Zone (central USA) and their Implications for Geotechnical Engineering Ray Knox Bella Vista, Arkansas David Stewart Marble Hill, Missouri Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Knox, Ray and Stewart, David, "Morphoseismic Features in the New Madrid Seismic Zone (central USA) and their Implications for Geotechnical Engineering" (1998). International Conference on Case Histories in Geotechnical Engineering. 6. https://scholarsmine.mst.edu/icchge/4icchge/4icchge-session03/6 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. 620 Proceedings: Fourth International Confere nee on Case Histories in Geotechnical Engineering, St. Louis, Missouri, March 9-12, 1998. =' - - MORPHOSEISMIC FEATURES IN THE NEW MADRID SEISMIC ZONE (CENTRAL USA) AND THEIR IMPLICATIONS FOR GEOTECHNICAL ENGINEERING Ray Knox David Stc-w·art P.c1per No. 3.22 2 Lambourn Drive Route I. Box 646 Bella Vista, Arkansas-USA-72714 Marble Hill, Missouri-LJSA-63764 ABSTRACT Morphoseismic features arc new landforms produced by earthquakes or pre-existing landforms modified by them.
    [Show full text]
  • Resolution No: 19-3335
    Resolution No: 19-3335 Introduced By: RESOLUTION ADOPTING THE ST LOUIS REGIONAL HAZARD MITIGATION PLAN AS THE HAZARDOUS MITIGATION PLAN FOR THE CITY OF DES PERES WHEREAS the Board of Aldermen of the City of Des Peres recognizes the threat that natural hazards pose to people and property within the City of Des Peres; and WHEREAS the Board of Aldermen of the City of Des Peres has participated in the preparation of a multi- hazard mitigation plan, hereby known as the St. Louis Regional Hazard Mitigation Plan, hereafter referred to as the Plan, in accordance with the Disaster Mitigation Act of 2000; and WHEREAS the Plan identifies mitigation goals and actions to reduce or eliminate long-term risk to people and property in the City of Des Peres from the impacts of future hazards and disasters; and WHEREAS the Board of Aldermen of the City of Des Peres recognizes that land use policies have a major impact on whether people and property are exposed to natural hazards, the Board of Aldermen will endeavor to integrate the Plan into the comprehensive planning process for the City; and WHEREAS adoption by the Board of Aldermen of the City of Des Peres demonstrates their commitment to hazard mitigation and achieving the goals outlined in the Plan NOW, THEREFORE, BE IT RESOLVED BY THE BOARD OF ALDERMEN OF THE CITY OF DES PERES, MISSOURI, AS FOLLOWS: The Board of Aldermen hereby adopts the St Louis Regional Hazard Mitigation Plan developed by East West Gateway Coordinating Council and attached hereto as Exhibit “A” or as may be subsequently modified in accordance with final approval by The Federal Emergency management Agency (FEMA) as the Hazards Mitigation Plan for the City of Des Peres.
    [Show full text]
  • Some Comments on the Entropy-Based Criteria for Piping
    Entropy 2015, 17, 2281-2303; doi:10.3390/e17042281 OPEN ACCESS entropy ISSN 1099-4300 www.mdpi.com/journal/entropy Article Some Comments on the Entropy-Based Criteria for Piping Emöke Imre 1,*, Laszlo Nagy 2, Janos Lőrincz 3, Negar Rahemi 4, Tom Schanz 4, Vijay P. Singh 5 and Stephen Fityus 6 1 Ybl Miklós, Faculty of Architecture and Civil Engineering, Szent István University, Thokoly 74, Budapest 1146, Hungary 2 Geotechnical Department, Budapest University of Technology and Economics, Budapest 1111, Hungary; E-Mail: [email protected] 3 Tengizchevroil, Farnborough, Hampshire GU14 7BF, UK; E-Mail: [email protected] 4 Department of Geotechnical Engineering, Ruhr-University Bochum, Universitätsstrasse 150, 44780 Bochum, Germany; E-Mails: [email protected] (N.R.); [email protected] (T.S.) 5 Department of Biological & Agricultural Engineering, Zachry Department of Civil Engineering, Water Management & Hydrological Science, Texas A&M University, 321 Scoates Hall, MS 2117, College Station, TX 77843, USA; E-Mail: [email protected] 6 School of Engineering, University of Newcastle, Callaghan 2308, Australia; E-Mail: [email protected] * Author to whom correspondence should be addressed; E-Mail: [email protected] or [email protected]; Tel.: +36-14631447; Fax: +36-14633006. Academic Editor: Kevin H. Knuth Received: 23 October 2014 / Accepted: 9 April 2015 / Published: 15 April 2015 Abstract: This paper is an extension of previous work which characterises soil behaviours using the grading entropy diagram. The present work looks at the piping process in granular soils, by considering some new data from flood-protection dikes. The piping process is divided into three parts here: particle movement at the micro scale to segregate free water; sand boil development (which is the initiation of the pipe), and pipe growth.
    [Show full text]
  • Liquefaction of Soils During Earthquakes
    PB86-163110 Liquefaction of Soils During Earthquakes Committee on Earthquake Engineering Commission on Engineering and Technical Systems National Research Council NATIONAL ACADEMY PRESS Washington, D.C. 1985 REPRODUCED BY NATIONAL TECHNICAL I INFORMATION SERVICE u.s. DEPARTMENT OF COMMERCE SPRINGFiElD, VA. 22161 NOTICE: The project that is the subject of this report was approved by the Governing Board ofthe National Research Council, whose members are drawn from the councils ofthe National Academy ofSciences, the National Academy of Engineering, and the Institute of Medicine. The members of the committee responsible for the report were chosen for their special competences and with regard for appropriate balance. This report has been reviewed by a group other than the authors according to procedures approved by a Report Review Committee consisting of members of the National Academy of Sciences, the National Academy of Engineering, and the Institute of Medicine. The National Research Council was established by the National Academy of Sciences in 1916 to associate the broad community of science and technology with the Academy's purposes of furthering knowledge and of advising the federal government. The Council operates in accordance with general policies determined by the Academy under the authority of its congressional charter of 1863, which establishes the Academy as a private, nonprofit, self-governing membership corporation. The Council has become the principal operating agency of both the National Academy of Sciences and the National Academy of Engineering in the conduct of their services to the government, the public, and the scientific and engineering communities. It is administered jointly by both Academies and the Institute of Medicine.
    [Show full text]
  • Preliminary Report on Seismological and Geotechnical Engineering Aspects of the April 4 2010 Mw
    1.0 Introduction 1.1 Introduction The M7.2 mainshock of the Sierra El Mayor ­ Cucapah earthquake occurred at 3:40 pm local time on April 4, 2010, which was Easter Sunday. The mainshock was followed by a sequence of aftershocks that were felt during the reconnaissance effort and continue to the present. The mainshock had an estimated focal depth of 10 km (USGS, 2010) and struck in the El Mayor and Cucapah mountains to the southwest of Mexicali, Baja California, Mexico. The epicenter was located at 32.237°N, 115.083°W (USGS, 2010). The earthquake was felt throughout northern Baja California and southern California, and caused damage in a region from the Sea of Cortez in the south to the Salton Sea in the north. This earthquake is the largest to strike this area since 1892. The USGS seismic intensity was IX near the fault rupture, and VIII in Mexicali, which is the nearest densely­ populated area. The largest peak ground acceleration of 0.58g was recorded at McCabe School about 5 km southwest of El Centro, CA. The earthquake ruptured the surface for as much as 140 km from the northern tip of the Sea of Cortez northwestward to nearly the international border, with strike­slip, normal, and oblique displacements observed. The earthquake resulted in two fatalities and hundreds of injuries. Damage occurred to irrigation systems, water treatment facilities, buildings, bridges, earth dams, and roadways. Liquefaction and ground subsidence was widespread in the Mexicali Valley, and left wheat and hay fields submerged under water and destroyed many canals that irrigate fields in the predominantly agricultural region.
    [Show full text]
  • Soil Survey Manual 2017
    Soil Survey Manual Soil Science Division Staff Agriculture Handbook No. 18 Soil Survey Manual By Soil Science Division Staff United States Department of Agriculture Handbook No. 18 Issued March 2017 This manual is a revision and enlargement of U.S. Department of Agriculture Handbook No. 18, the Soil Survey Manual, previously issued October 1962 and October 1993. This version supersedes both previous versions. Nondiscrimination Statement In accordance with Federal civil rights law and U.S. Department of Agriculture (USDA) civil rights regulations and policies, the USDA, its Agencies, offices, and employees, and institutions participating in or administering USDA programs are prohibited from discriminating based on race, color, national origin, religion, sex, gender identity (including gender expression), sexual orientation, disability, age, marital status, family/parental status, income derived from a public assistance program, political beliefs, or reprisal or retaliation for prior civil rights activity, in any program or activity conducted or funded by USDA (not all bases apply to all programs). Remedies and complaint filing deadlines vary by program or incident. Persons with disabilities who require alternative means of communication for program information (e.g., Braille, large print, audiotape, American Sign Language, etc.) should contact the responsible Agency or USDA’s TARGET Center at (202) 720-2600 (voice and TTY) or contact USDA through the Federal Relay Service at (800) 877-8339. Additionally, program information may be made available in languages other than English. To file a program discrimination complaint, complete the USDA Program Discrimination Complaint Form, AD-3027, found online at How to File a Program Discrimination Complaint and at any USDA office or write a letter addressed to USDA and provide in the letter all of the information requested in the form.
    [Show full text]
  • Department of the Interior U.S. Geological Survey
    Department of the Interior U.S. Geological Survey EFFECTS OF THE LOMA PRIETA EARTHQUAKE ON THE MARINA DISTRICT SAN FRANCISCO, CALIFORNIA meters ARTIFICIAL FILLS 1906-1917 (principally 1912) 1869-1895 1895-19O6 1851-1869 OPEN-FILE REPORT 90-253 This report is preliminary and has not been reviewed for conformity with U.S. Geological Survey editorial standards (or with the North American Stratigraphic Code). Any use of trade, product, or firm names is for descriptive purposes only and does not imply endorsement by the U.S. Government. Menlo Park. California April 20, 1990 EFFECTS OF THE LOMA PRIETA EARTHQUAKE ON THE MARINA DISTRICT SAN FRANCISCO, CALIFORNIA TABLE OF CONTENTS Chapter Title Authors Summary and Conclusions, Holzer and O'Rourke Introduction, Holzer A Natural and Artificial Deposits in the Marina District...'..., Bonilla B Types of Structural Damage Celebi C Areal Distribution of Damage to Surface Structures........... Seekins, Lew, and Kornfield Ground Deformation and Liquefaction of Soil in the Marina District.., Bennett Performance of Pipeline Systems in the Marina................ O'Rourke and Roth Ground Motion Amplification (in th6 Marina... Boatwright, Seekins, and Mueller Engineering and Seismic Properties of the Soil Column at Winfield Scott School, San Francisco, Kayen, Liu, Fuma1, Westerlund, Warrick, Gibbs, and Lee EFFECTS OF THE LOMA PRIETA EARTHQUAKE ON THE MARINA DISTRICT SAN FRANCISCO, CALIFORNIA SUMMARY AND CONCLUSIONS Thomas L. Holzer and Thomas D. O'Rourke Introduction Immediately following the October 17, 1989, Loma Prieta earthquake, U. S. Geological Survey scientists investigated the effects of the earthquake on structures and ground in the Marina District of San Francisco. They were assisted by researchers from Cornell University supported by the National Center for Earthquake Engineering Research.
    [Show full text]
  • Sand Boils and Liquefaction-Induced Lateral Deformation
    Sand Boils and Liquefaction-Induced Lateral Deformation Zhaohui Yang, University of California at San Diego, U.S.A. Ahmed Elgamal, University of California at San Diego, U.S.A. ABSTRACT: A mechanism of sand boil development during liquefaction is briefly discussed. In particular, the impact of sand boils as potential excess pore-pressure relief mechanisms is investigated within a computational solid-fluid fully coupled effective-stress framework. In this regard, sand boils may contribute to significant reduction in liquefaction-induced lateral ground deformations (in profiles vulnerable to flow failure scenarios). Illustrations of representative sand boil features are discussed, along with related lique- faction laboratory test results. Thereafter, a computational investigation is presented to highlight: 1) impact of overall site permeabil- ity in dictating the nature and magnitude of liquefaction-induced lateral deformation, and 2) potential effect of sand boils on the mag- nitude of such deformations. 1 INTRODUCTION Liquefaction-induced lateral deformation continues to be a major cause of earthquake-related damage (Seed et al. 1990, Ishihara et al. 1990, Bardet et al. 1995, Sitar 1995, Soils and Foundations 1996, see also http://geoinfo.usc.edu). In liquefaction suscepti- bility/triggering analyses (Seed and Idriss 1982, Kramer 1996, Youd and Idriss 1997), the assumption of undrained excess pore- pressure (ue) buildup is usually employed. However, the pres- ence of sand boils, as a potential excess pore-pressure relief mechanism, may significantly modify the ue buildup/dissipation pattern in a soil profile. Thus, sand boils may have potentially a major influence on post-liquefaction soil behavior, particularly in limiting liquefaction-induced lateral deformations.
    [Show full text]