DOCSLIB.ORG

Response and Stability of Earth Dams During Strong Earthquakes: Final

Total Page：16

File Type：pdf, Size：1020Kb

Download full-text PDF Read full-text
Response and Stability of Earth Dams During Strong Earthquakes: Final r - > U, (Um 'f y> ruTün 0 D itlt urr D I 1 § D 1 1 M ISCELLA N EO U S PAPER GL-79-13 RESPONSE AND STABILITY OF EARTH DAMS DURING STRONG EARTHQUAKES by S. K. Sarma Department of Civil Engineering Imperial College of Science and Technology, London, U. K. June 1979 Final Report Approved For Public Release; Distribution Unlimited Prepared for Office, Chief of Engineers, U. S. Army Washington, D. C. 20314 Under Grant Agreement No. DAERO-75-G-OIO Monitored by Geotechnical Laboratory U. S. Army Engineer Waterways Experiment Station P. O. Box 631, Vicksburg, Miss. 39180 i library NOV 2 3 1979 Bureau of Reclamation penver, Colorado Destroy this report when no longer needed. Do not return it to the originator. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. V BUREAU OF RECLAMATION DENVER LIBRARY /A 92067231 dr 92067231 Unni aggi -P-j SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Miscellaneous Paper GL-79-^3 4. T IT L E (and Subtitle) 5. TYPE OF REPORT ft PERIOD COVERED ' RESPONSE AND STABILITY OF EARTH DAMS Final report DURING STRONG EARTHQUAKES 6. PERFORMING ORG. REPORT NUMBER 7. AUTHORfa; 8. CONTRACT OR GRANT NUMBERfs) S. K. Sarnia Grant Agreement Wo. D A E R O - 75 - G - 010 9. PERFORMING ORGANIZATION NAME AND ADDRESS 10. PROGRAM ELEMENT, PROJECT, TASK AREA ft WORK UNIT NUMBERS Department of Civil Engineering Imperial Coll'ege of Science and Technology CWIS Work Unit 311*+*+ London, United Kingdom 11. CONTROLLING OFFICE NAME AND ADDRESS REPORT DATE June 1979 / Office, Chief of Engineers, U. S. Army 13. NUMBER OF PAGES Washington, D. C. 2031*+ 269 14. MONITORING AGENCY NAME ft ADDRESS^// different from Controlling Office) 15. S E C U R IT Y CLASS, (of thia report) U. S. Army Engineer Waterways Experiment Station Unclassified Geotechnical Laboratory 15«. D E C L ASSI FI C A T IO N / DO W NG RADING P. 0. Box 631, Vicksburg, Miss. 39180 SCHEDULE 16. DISTRIBUTION STATEMENT (of thie Report) Approved for public release; distribution unlimited. 17. DISTRIBUTION STATEMENT (of the abatract mitered in Block 20, if different from Report) 18. SUPPLEMENTARY NOTES 19. KEY WORDS (Continue on reverae aida if neceaaary and identify by block number) Earth dams Earthquake resistant structures Earthquakes Earthquake engineering Dam stability 20, A B S T R A C T fConCfisu« a m reverwm f t naceaeaty and identify by block number) This earth dam study considers the response of an earth dam resting on a layer underlain by a rigid base and subjected to a strong ground motion. The dam and the layer are assumed to be elastic, homogeneous, and of simple geo­ metric form. The properties of the dam and the layer may be different. Several combinations of the properties of the dam and the layer, as well as. several ratios of the height of the dam to the depth of the layer, are studied. (Continued) OD ,;s rw M73 EDITION OF f NOV 65 IS OBSOLETE __________ Unclassified__________ SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) Unni assi fi prl SECURITY CLASSIFICATION OF THIS PAGEfBTian Data Entered) 20. ABSTRACT (Continued). All of these are subjected to nine strong motion acceleration records, and their response is calculated. At the same time, seismic coefficients for various sizes of sliding wedges are computed. The results of individual cases and their envelopes are presented in the spectral form for design purposes. Methods of stability analysis for static and pseudostatic conditions are examined, and two new methods are presented. One of these methods is suitable for analyzing existing slip surfaces, and the other for quick compu­ tation of the critical acceleration for a given surface. Since pore water pressure developed in the dam during an earthquake is an important factor, a method of stability analysis is developed that takes the excess dynamic pore water pressure into account. The method is based on limit equilibrium principle. Pore water pressures are introduced in the form of dynamic parameter An . The result is obtained in the form of a critical acceleration required to cause failure as a function of the number of cycles of earthquake load. Also shown is the computation of displacements of sliding wedges when the earthquake load is greater than the critical acceleration. Then the study is concluded with an example of the analysis of the effects of the San Fernando earthquake of 9 February 1971 on the Lopez Dam in California. Unclassified SECURITY CLASSIFICATION OF THIS PAGEfWTien Data Entered) PREFACE The work reported herein was performed by Dr. S. K. Sarma, of the Department of Civil Engineering, Imperial College of Science and Technology, London, United Kingdom, under Grant Agreement No. DAER0-75-G-010, dated 6 November 197*+ • This grant was sponsored by the Civil Works Directorate, Office, Chief of Engineers, U. S. Army, under CWIS Work Unit 311*+*+» and administered by the U. S. Army Procurement Agency (Europe). The research was conducted during the period from November 197*+ to November 1976 under the direction of Drs. F. G. McLean, former Chief, and A. G. Franklin, Research Civil Engineer, Earthquake Engineering and Vibrations Division, Soils and Pavements Laboratory (now designated Geo­ technical Laboratory (GL)). General guidance was provided by Mr. J. P. Sale, Chief, and Mr. S. J. Johnson (retired), Special Assistant, GL. The research in this document was made possible through the support and sponsorship of the U. S. Government through its European Research Office. The various computer programs were developed on the CDC 6*+00 computer at Imperial College. Special acknowledgement is due to Professor N. N. Ambraseys for several discussions during the course of the project. Directors of the WES during the performance of this work and preparation of the report were COL G. H. Hilt, CE, and COL J. L. Cannon, CE. The Technical Director was Mr. F. R. Brown. 1 CONTENTS Page PREFACE ........................................................ 1 CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNITS OF MEASUREMENT .................................................. 3 PART I: INTRODUCTION.......................................... 1+ Background .............................................. 4 Purpose .................................................. 5 PART II: INERTIA FORCES AND SEISMIC COEFFICIENTS IN EARTH DAMS . 6 Inertia Forces .......................................... 6 Seismic Coefficient ............................. 19 Discussions and Design Curves .................. 25 PART III: STABILITY ANALYSIS.............................. .. 3b Critical Acceleration of Slip Surfaces ................... 3^ Existing Methods of Stability Analysis ................... 35 New Methods of Stability Analysis ........................ 39 Stability of Slopes Under Earthquake Conditions with Dynamic Pore Pressure ............................ 1+7 PART IV: DISPLACEMENT CRITERION OF D E S I G N .................... 58 PART V: ANALYSIS OF THE LOPEZ D A M ............................ 66 Seismic Coefficients .................................... 66 Critical Accelerations .................................. 73 Displacements ............................................ 73 PART VI: CONCLUSIONS.......................................... 79 R E F E R E N C E S ...................... 80 APPENDIX A: SOLUTION OF THE GOVERNING EQUATIONS FOR A DAM-FOUNDATION SYSTEM ........................ A1 APPENDIX B: SEISMIC COEFFICIENTS .............................. B1 APPENDIX C: ROOTS OF THE EQUATION m tan (qa ) = J (a )/J, (a ) . Cl n o n 1 n APPENDIX D: ACCELERATION RECORDS OF FIVE EARTHQUAKES .......... D1 APPENDIX E: SEISMIC COEFFICIENTS AND POINT ACCELERATION SPECTRA .......................................... El APPENDIX F: ENVELOPE OF SEISMIC COEFFICIENTS AND POINT ACCELERATION SPECTRA .............................. FI APPENDIX G: NOTATION.................................. G1 2 CONVERSION FACTORS, U. S. CUSTOMARY TO METRIC (Si) UNITS OF MEASUREMENT U. S. customary units of measurement used in this report can he con­ verted to metric (Si) units as follows: Multiply JJL To Obtain inches 2 .5 1* centimetres feet 0.301+8 metres pounds (mass) per 16.018U6 kilograms per cubic cubic foot metre pounds (force) 1+. 1+1+8222 newtons pounds (force) per 689^.757 pascals square inch pounds (force) per U7•88026 pascals square foot feet per second 0.301+8 metres per second degrees (angle) 0.017U5379 radians 3 RESPONSE AND STABILITY OF EARTH DAMS DURING STRONG EARTHQUAKES PART I: INTRODUCTION Background 1. With the failure of the Lover San Fernando Dam during the San Fernando earthquake of 9 February 1971, the attention is directed towards the problem of rational design of earth and rockfill dams against strong earthquake ground motion. With the aid of a high-speed computer and a very sophisticated method of finite element analysis using the nonlinear properties of the materials at the time of failure and knowing the ground motion characteristics of the San Fernando earthquake, it is possible to back-analyze and give the cause of this failure, Seed et al. (1973). But for the designer, who has yet to fix a dam section, to satisfy himself about the soil properties obtained from laboratory tests and assume the ground motion characteristics of a future event, the use of the finite element method is not economical. Moreover, the results obtained by a sophisticated
Load more

Recommended publications
  • Design of Mechanically Stabilized Earth Wall Connections and End of Walls Subjected to Seismic Loads
    Report No. CDOT-2014-1 Final Report DESIGN OF MECHANICALLY STABILIZED EARTH WALL CONNECTIONS AND END OF WALLS SUBJECTED TO SEISMIC LOADDS Panos D. Kiousis Judith Wang Rebecca M. Walthall January 2014 COLORADO DEPARTMENT OF TRANSPORTATION DTD APPLIED RESEARCH AND INNOVATION BRANCH The contents of this report reflect the views of the author(s), who is(are) responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the official views of the Colorado Department of Transportation or the Federal Highway Administration. This report does not constitute a standard, specification, or regulation. Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. CDOT-2014-1 4. Title and Subtitle 5. Report Date DESIGN OF MECHANICALLY STABILIZED EARTH January 2014 WALL CONNECTIONS AND END OF WALLS SUBJECTED 6. Performing Organization Code TO SEISMIC LOADS 7. Author(s) 8. Performing Organization Report No. Panos D. Kiousis, Judith Wang, Rebecca M. Walthall CDOT-2014-1 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Colorado School of Mines 1500 Illinois Street 11. Contract or Grant No. Golden, Colorado 80401 74.90 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Colorado Department of Transportation - Research Final 4201 E. Arkansas Ave. 14. Sponsoring Agency Code Denver, CO 80222 15. Supplementary Notes Prepared in cooperation with the US Department of Transportation, Federal Highway Administration 16. Abstract The 4th Edition of the AASHTO LRFD Bridge Design Specifications requires all states to design for a 1,000- year return period earthquake, as opposed to earlier editions’ 500-year return period.
    [Show full text]
  • Geotechnical Considerations for Offshore Gravity Type
    GEOTECHNICAL CONSIDERATIONS FOR OFFSHORE GRAVITY TYPE STRUCTURES WITH EMPHASIS ON FOUNDATION STABILITY UNDER STORM WAVE LOADING by THOMAS C. GAARD S., The University of California, Davis, 197 A THESIS SUBMITTED IN PARTIAL FULFILMENT OF THE REQUIREMENTS FOR THE DEGREE OF MASTER OF APPLIED SCIENCE in THE FACULTY OF GRADUATE STUDIES DEPARTMENT OF CIVIL ENGINEERING We accept this thesis as conforming to the required standard THE UNIVERSITY OF BRITISH COLUMBIA April, 1982 O Thomas C. Gaard, 1982 In presenting this thesis in partial fulfilment of the requirements for an advanced degree at the University of British Columbia, I agree that the Library shall make it freely available for reference and study. I further agree that permission for extensive copying of this thesis for scholarly purposes may be granted by the head of my department or by his or her representatives. It is understood that copying or publication of this thesis for financial gain shall not be allowed without my written permission. Department of Cl^\ ^^^.,1^ The University of British Columbia 1956 Main Mall Vancouver, Canada V6T 1Y3 Date 32/ ^ J z. % DE-6 (3/81) 11 ABSTRACT A thorough discussion of offshore gravity type structures presently being used, or considered for use in the near future by the oil industry, is presented, along with a brief summary of the major types of structures now used offshore. Factors affecting the stability of offshore gravity type structures are discussed, from the evaluation of a suitable site and the selection of soil parameters, through installation and short-term foundation safety. A case study of the Ekofisk tank is included to show how geotechnical concepts are applied offshore.
    [Show full text]
  • Part I Slope 1 1 Imp.O..R..T.A..N..T
    Contents I SLOPE Part I Slope 1 1 Imp.o..r..t.a..n..t. .n..o..t.e..s. ............................................................................................................... 4 2 Dat.a.. .i.m...p..o..r.t. ..................................................................................................................... 5 3 Dat.a.. .e..x..p..o..r.t. ..................................................................................................................... 6 4 Mai.n.. .p..a..r.a..m...e..t.e..r..s. ............................................................................................................. 6 5 Dra.w...i.n..g.. .a..i.d..s. ................................................................................................................... 8 6 Tex.t. .m...a..n..a..g..e..m...e..n..t. ........................................................................................................... 9 7 Pen..e..t.r.a..t.i.o..n.. .t.e..s.t.s.. ............................................................................................................. 9 8 Ins..e..r.t.i.n..g.. .v..e..r.t.i.c..e..s. ........................................................................................................... 10 9 Ou..t.p..u..t. ........................................................................................................................... 11 10 Ge..o..t.e..c.h..n..i.c..a..l. .p..r.o..p..e..r..t.i.e..s. ................................................................................................ 12 Additiona.l.
    [Show full text]
  • STUDY on SLOPE STABILIZATION by SOIL NAILING Project Report Submitted in Partial Fulfillment for the Degree of Bachelor of Technology in Civil Engineering
    STUDY ON SLOPE STABILIZATION BY SOIL NAILING Project Report submitted in partial fulfillment for the degree of Bachelor of Technology in Civil Engineering under the supervision of : Mr.Saurabh Rawat by Tushar Soni (111676) Sachin goyal (111696) to Jaypee University of Information and Technology Waknaghat, Solan – 173234, Himachal Pradesh May, 2015 Certificate This is to certify that project report entitled “ Study on slope stabilization by soil nailing and stability analysis using geo5 software”,submitted by Sachin Goyal and Tushar Soni in partial fulfillment for the award of degree of Bachelor of Technology in Civil Engineering to Jaypee University of Information Technology, Waknaghat, Solan has been carried out under my supervision.This work has not been submitted partially or fully to any other University or Institute for the award of this or any other degree or diploma. Signature of Supervisor Dr. Ashok Kumar Gupta Mr. Saurabh Rawat Head Of Department Date : External Examiner 1 Acknowledgement I thankfully acknowledge the contribution of various different journals and books, from which some of the material have been collected to enrich this project. I am very much grateful to Mr. Saurabh Rawat ,for his guidance and support throughout my project,and also for his constant inspiration from the very first day when I had started the work for this project. I would also like to give my deepest and sincerest thanks to my friends for guiding me and improving my project. Date: Sachin Goyal (111696) Tushar Soni (111676) 2 ABSTRACT Since its development in Europe in the early 1970s, soil nailing has become a widely accepted method of providing temporary and permanent earth support, underpinning and slope stabilization on many civil projects in the United States.
    [Show full text]
  • Stability Modeling with SLOPE/W
    Stability Modeling with SLOPE/W An Engineering Methodology November 2012 Edition GEO-SLOPE International Ltd. Copyright © 2004-2012 by GEO-SLOPE International, Ltd. All rights reserved. No part of this work may be reproduced or transmitted in any form or by any means, electronic or mechanical, including photocopying, recording, or by any information storage or retrieval system, without the prior written permission of GEO-SLOPE International, Ltd. Trademarks: GEO-SLOPE, GeoStudio, SLOPE/W, SEEP/W, SIGMA/W, QUAKE/W, CTRAN/W, TEMP/W, AIR/W and VADOSE/W are trademarks or registered trademarks of GEO-SLOPE International Ltd. in Canada and other countries. Other trademarks are the property of their respective owners. GEO-SLOPE International Ltd 1400, 633 – 6th Ave SW Calgary, Alberta, Canada T2P 2Y5 E-mail: [email protected] Web: http://www.geo-slope.com SLOPE/W Table of Contents Table of Contents 1 Introduction ......................................................................................... 1 2 Limit Equilibrium Fundamentals .......................................................... 5 2.1 Introduction ......................................................................................................................... 5 2.2 Background and history ...................................................................................................... 5 2.3 Method basics ..................................................................................................................... 6 2.4 General limit equilibrium formulation
    [Show full text]
  • SLOPE ENGINEERING REFERENCE LISTS O. Hungr, May, 2008
    SLOPE ENGINEERING REFERENCE LISTS O. Hungr, May, 2008 Landslide Classification Cruden, D.M. and Varnes, D.J. 1996. Landslide Types and Processes. In Landslides Investigation and Mitigation. Transportation Research Board, US National Research Council, Turner, A.K. and Schuster, R.L. (editors). Special Report 247, Washington, DC 1996, Chapter 3, pp. 36-75. Goodman, R.E. and Bray, J.W., 1976. Toppling of rock slopes. Procs., ASCE Specialty Conference on Rock Engineering for Foundation and Slopes, Boulder, Colo., Vol.2 Hutchinson, J.N. 1988. General report: morphological and geotechnical parameters of landslides in relation to geology and hydrogeology. In Proceedings of the 5th International Symposium on Landslides, Lausanne, Vol. 1, pp. 3–35. Hungr, O., Evans, S.G., Bovis, M., and Hutchinson, J.N., 2001. Review of the classification of landslides of the flow type. Environmental and Engineering Geoscience, VII:221-238. Sharpe, C.F.S., 1938. Landslides and related phenomena. Columbia University Press, N.Y. Varnes, D.J., 1978. Slope movement types and processes. In Landslides, Analysis and Control. National Academy of Sciences, Nat. Res. Coun., Washington, DC., Special Rep. 176:11-33. Methods of Slope Stability Analysis Bishop, A. W. 1955. The Use of the Slip Circle in the Stability Analysis of Slopes. Geotechnique, Vol. 5, No. 1, pp. 7-17. Dawson, E.M., Roth, W.H. and Drescher, A., 1999. Slope stability analysis by strength reduction. Geotechnique, 49:835-840. Duncan, J.M., 1996. Soil slope stability analysis In Landslides Investigation and Mitigation. Transport. Research Board, N.R.C. Spec. Report 247, Washington, DC 1996, Chapter 3, pp.
    [Show full text]
  • Galena Slope Stability Analysis
    Galena Slope Stability Analysis – Online Slope Analysis software is used for performing stability analyses of backfills, road embankments, pond embankments, landslides, or natural slopes. These slopes occur on reclaimed lands and active mine sites. The software models the factor of safety of these features using the Simplified Bishop, Spencer, and Sarma methods of analysis. The course includes a review of slope stability principles before using the software. The course is intended only for engineers or geology professionals with a slope stability background. This course is administered online in the Training Virtual Campus and is available during scheduled times throughout the year . Please follow the TIPS scheduling and registration procedures to enroll . Contact your TIPST raining Contact or the TIPS Training Program Lead with questions . Duration: Six-week Period Course Code: VEGA TOPICS COVERED Soil Mechanics Theory ▼ Interpreting Results ◊ Evaluating Shallow vs Deep ▼ Basic Principles of Soil and Rock Testing ◊ Failure Surfaces ▼ Soil Failure Mechanisms ▼ Efficient/Effective Use of the Model—When enough ▼ Soil Properties is enough ▼ The Role of Water ◊ Guarding Against Manipulation of the Model to Get Acceptable Factors of Safety The Stability Analysis ◊ Use of Realistic Input Parameters ▼ Determining Appropriate Strength Parameters ▼ The Bishop Circular Analysis Output ▼ Use of Stability Charts ▼ Reports ◊ Estimating Factors of Safety ▼ Base Maps ◊ Determining Critical Failure Surfaces ▼ Contour Maps ▼ Spencer Method ▼ Perspectives
    [Show full text]
  • Slope Stability Analysis by Geoslope 1Talha Nalgire,*2P
    https://doi.org/10.29042/2020-10-1-71-75 Helix (2020) 10 (1): 71-75 Slope Stability Analysis by GeoSlope 1Talha Nalgire,*2P. P. Dahale, 3A. A. Mehta, 4P. D. Hiwase 1 Shri Ramdeobaba College of Engineering and Management, Nagpur 2,3,4 Civil Engg. Dept., Shri Ramdeobaba College of Engineering and Management, Nagpur Email: [email protected], [email protected], [email protected], [email protected] Received: 22nd October 2019, Accepted: 31st January 2020, Published: 29th February 2020 Abstract The present study is concerning to the stability analysis done for the dump slope of WCL Makardhokara-2 open cast mine in Umred, District Nagpur, Maharashtra, India. In this area dump failures are reported due to the improper geometry of the dumps. Slope stability analysis by seven finite slope stability methods namely Morgenstern price method, Spencer method, Sarma method, Bishop method, Janbu method and ordinary method is done using GeoSlope software for the dump slope in Makardhokara site. At the obtained results are compared and presented. Keywords Geoslope, Slope Stability, Soil Nail, Finite Slope, Factor of Safety Introduction Slopes can be natural or man-made. These may be above ground level as embankments or below ground level as cuttings. Earth slopes are formed for railway embankments, earth dams, canal banks, levees, and at many other locations. Instability related issues in engineered as well as natural slopes are common challenges to both researchers and professionals. Instability may result due to rainfall, increase in groundwater table and change in stress conditions. Similarly, natural slopes that have been stable for many years may suddenly fail due to changes in geometry, external forces and loss of shear strength.
    [Show full text]
  • Session 7: Discussion and Replies
    Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances 1981 - First International Conference on Recent in Geotechnical Earthquake Engineering and Advances in Geotechnical Earthquake Soil Dynamics Engineering & Soil Dynamics 30 Apr 1981, 1:30 pm - 5:30 pm Session 7: Discussion and Replies Multiple Authors Follow this and additional works at: https://scholarsmine.mst.edu/icrageesd Part of the Geotechnical Engineering Commons Recommended Citation Authors, Multiple, "Session 7: Discussion and Replies" (1981). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 25. https://scholarsmine.mst.edu/icrageesd/01icrageesd/session07/25 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]. 1176 Discusion by Albert T.F. Chen, As a modification of Makdisi and Seed's Research Civil Engineer, simplified procedure for estimating earthquake­ U.S. Geological Survey, induced deformation in dams and embankments, Menlo Park, CA, on "Earthdams Shieh and Huang propose the use of a permanent and Stability of Slopes Under displacement spectrum. Treating the sliding Earthquakes". portion of the dam as a single-degree-of­ freedom system, the authors define the permanent displacement spectrum as the difference between the displacement responses derived from a nonlinear and a linear system.
    [Show full text]
  • GEOSYNTHETIC REINFORCED STEEP SLOPES Published: March 2016 6
    Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. FHWA/TX-14/0-6792-1 4. Title and Subtitle 5. Report Date GEOSYNTHETIC REINFORCED STEEP SLOPES Published: March 2016 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Yoo Jae Kim, Jiong Hu, Soon Jae Lee, Ashley Russell Kotwal, and Report 0-6792-1 Justin Wayne Dickey 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) Texas State University Department of Engineering Technology 11. Contract or Grant No. 601 University Drive Project 0-6792 San Marcos, Texas 78666 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Texas Department of Transportation Technical Report: Research and Technology Implementation Office September 2012–November 2013 125 E. 11th Street 14. Sponsoring Agency Code Austin, Texas 78701-2483 15. Supplementary Notes Project performed in cooperation with the Texas Department of Transportation: Project Title: Synthesis on Geosynthetic Reinforced Steep Slopes URL: 16. Abstract Geosynthetics provide a means to mechanically stabilize earth structures by improving strength through tensile reinforcement. When incorporating these polymeric materials in the application of stabilizing steep slopes, geosynthetic reinforcement can accommodate budgetary restrictions and alleviate space constraints. TxDOT currently has limited use of geosynthetics in steep slope construction. Therefore, a synthesis study of geosynthetic reinforced steep slopes has been conducted to enhance the present understanding of this technology. The study summarized the benefits and limitations of utilizing geosynthetic reinforcement and investigated current design and construction methods in order to determine best practices. Additionally, the cost effectiveness of geosynthetic reinforced steep slopes was examined.
    [Show full text]
  • International Society for Soil Mechanics and Geotechnical Engineering
    INTERNATIONAL SOCIETY FOR SOIL MECHANICS AND GEOTECHNICAL ENGINEERING This paper was downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE). The library is available here: https://www.issmge.org/publications/online-library This is an open-access database that archives thousands of papers published under the Auspices of the ISSMGE and maintained by the Innovation and Development Committee of ISSMGE. Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering © 2005–2006 Millpress Science Publishers/IOS Press. Published with Open Access under the Creative Commons BY-NC Licence by IOS Press. doi:10.3233/978-1-61499-656-9-2685 Critical seismic coefficient using limit analysis and finite elements Coefficient sismique critique en utilisant l’analyse de limite et les éléments finis D. Loukidis School of Civil Engineering, Purdue University, IN, USA P. Bandini Department of Civil Engineering, New Mexico State University, NM, USA R. Salgado School of Civil Engineering, Purdue University, IN, USA ABSTRACT Numerical limit analysis is used to determine rigorous lower and upper bounds to the horizontal critical pseudo-static seismic coeffi- cient kc required to cause collapse of two-dimensional slopes. Optimal bounding values of kc are calculated by applying linear pro- gramming techniques. Additionally, conventional displacement finite element analyses were performed for selected cases using the program ABAQUS. The values of kc and the slip surfaces obtained from the displacement finite element analyses and numerical limit analysis are in good agreement with those from both limit equilibrium methods and log-spiral upper bound method. A small number of finite element analyses using a non-associated flow rule showed that soil dilatancy influences the value of kc, and that limit analysis and limit equilibrium solutions may be slightly unconservative.
    [Show full text]
  • Assessment of Slope Stability
    MATEC Web of Conferences 107, 00031 (2017) DOI: 10.1051/matecconf/2017107000 31 DYN-WIND'2017 Assessment of slope stability Slavka Harabinova1,* and Eva Panulinova1 1TU Košice, Faculty of Civil Engineering, Vysokoškoľská 4, 042 00 Košice, Slovakia Abstract. The paper deals with the assessment of slope stability on the road II/595 near the village Zlatno before and after the landslide caused by floods in 2010. The calculation of factor of safety was made using GEO 5 software. For proposal comprehensive assessment and possible remedial work is necessary to know the geological conditions and choose the appropriate method for assessing slope stability. The critical factors of safety have been determined by Petterson, Bishop and Sarma Methods. After finding the most unfavorable slip surface a proposal of remediation measures has been made. The paper presents various solutions to ensure slope stability of the road. The most appropriate remedial action is Variant III - reinforced slope due to its greater factor of safety. 1 Introduction Currently, frequent flood events are taking place in our area. Floods are associated with rapid erosion processes, which involve the destruction of land resources and consequently may lead to landslides of drenched soil. In 2010, severe floods hit most of the territory of the Slovak Republic. It was the biggest flooding in the last 50 years. Climatic factors combined with the erosion activity watercourses and groundwater are major causes of slope deformations. In 2010, a result of exceptional rainfall and flood situation increased the number of slope deformations. Continuous rain caused significant elevations in almost all watercourses and floods.
    [Show full text]