SLOPE STABILITY ANALYSIS USING 2D and 3D METHODS a Thesis
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Water Well Drilling for the Prospective Owner
WATER WELL DRILLING FOR THE PROSPECTIVE WELL OWNER (INDIVIDUAL, DOMESTIC USE) WATER WELL DRILLING FOR THE PROSPECTIVE WELL OWNER (INDIVIDUAL, DOMESTIC USE) This pamphlet was compiled by the Board of Water Well Contractors primarily to assist prospective owners of non-public wells. While much of the information is also useful for community, multi-family, or public water supply wells; there are additional considerations, not discussed in this publication, that need to be addressed. If you are the current or prospective owner of a community, multi- family, or public water supply well; please contact the Dept. of Environmental Quality, Public Water Supply Division for assistance. Contact information can be found at the end of this publication. Revised 2007 How Much Water Do I Need? You will need a dependable water supply for your present and future uses. An average household uses approximately 200-400 gallons of water per day. For a family of four, this means that a domestic well should provide a dependable yield of 10 to 25 gallons per minute (gpm) to adequately supply all needs, including lawn and garden watering. Much smaller yields may be acceptable, if adequate storage tanks are used. Most mortgage companies require a well yield of at least 5 gpm. More specific information is available from county sanitarians, engineering firms, water well contractors, or pump installers. Before you have your well drilled, find out from a local drilling contractor, the Montana Department of Natural Resources and Conservation (DNRC), or the Montana Bureau of Mines and Geology (MBMG) how much water can be produced from the aquifers in your area, the chemical quality of that water, and the depth to the water supply. -
Well Foundation Is the Most Commonly Adopted Foundation for Major Bridges in India
Well foundation is the most commonly adopted foundation for major bridges in India. Since then many major bridges across wide rivers have been founded on wells. Well foundation is preferable to pile foundation when foundation has to resist large lateral forces. The construction principles of well foundation are similar to the conventional wells sunk for underground water. But relatively rigid and engineering behaviour. Well foundations have been used in India for centuries. The famous Taj Mahal at Agra stands on well foundation. To know the construction of well foundation. To know the different types and shapes of well foundations. To know which type of well foundation is suitable for different types of soil strata. Wells have different shapes and accordingly they are named as:- 1. Circular well, 2. Double D well, 3. Twin circular well, 4. Double octagonal well, 5. Rectangular well. . Open caisson or well Well Box Caisson Pneumatic Caisson Open caisson or well: The top and bottom of the caisson is open during construction. It may have any shape in plan. Box caisson: It is open at the top but closed at the bottom. Pneumatic caisson: It has a working chamber at the bottom of the caisson which is kept dry by forcing out water under pressure, thus permitting excavation under dry conditions. . Well foundation construction in bouldery bed strata Pasighat Bridge Andhra Pradesh The Important Factors of the bridge were as follows.. Length of the bridge - 704 mts. Foundation:- i. Type -Circular Well. ii. Outer Diameter -11.7 mtrs. iii. Inner Dia. -6.64 mtrs iv. Steining thickness -2.53 mtrs. -
Newmark Sliding Block Analysis
TRANSPORTATION RESEARCH RECORD 1411 9 Predicting Earthquake-Induced Landslide Displacements Using Newmark's Sliding Block Analysis RANDALL W. }IBSON A principal cause of earthquake damage is landsliding, and the peak ground accelerations (PGA) below which no slope dis ability to predict earthquake-triggered landslide displacements is placement will occur. In cases where the PGA does exceed important for many types of seismic-hazard analysis and for the the yield acceleration, pseudostatic analysis has proved to be design of engineered slopes. Newmark's method for modeling a landslide as a rigid-plastic block sliding on an inclined plane pro vastly overconservative because many slopes experience tran vides a workable means of predicting approximate landslide dis sient earthquake accelerations well above their yield accel placements; this method yields much more useful information erations but experience little or no permanent displacement than pseudostatic analysis and is far more practical than finite (2). The utility of pseudostatic analysis is thus limited because element modeling. Applying Newmark's method requires know it provides only a single numerical threshold below which no ing the yield or critical acceleration of the landslide (above which displacement is predicted and above which total, but unde permanent displacement occurs), which can be determined from the static factor of safety and from the landslide geometry. Earth fined, "failure" is predicted. In fact, pseudostatic analysis tells quake acceleration-time histories can be selected to represent the the user nothing about what will occur when the yield accel shaking conditions of interest, and those parts of the record that eration is exceeded. lie above the critical acceleration are double integrated to deter At the other end of the spectrum, advances in two-dimensional mine the permanent landslide displacement. -
Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition
CHINESE JOURNAL OF MECHANICAL ENGINEERING ·1018· Vol. 27,aNo. 5,a2014 DOI: 10.3901/CJME.2014.0725.128, available online at www.springerlink.com; www.cjmenet.com; www.cjmenet.com.cn Identification of Maximum Road Friction Coefficient and Optimal Slip Ratio Based on Road Type Recognition GUAN Hsin, WANG Bo, LU Pingping*, and XU Liang State Key Laboratory of Automotive Simulation and Control, Jilin University, Changchun 130022, China Received November 21, 2013; revised June 9, 2014; accepted July 25, 2014 Abstract: The identification of maximum road friction coefficient and optimal slip ratio is crucial to vehicle dynamics and control. However, it is always not easy to identify the maximum road friction coefficient with high robustness and good adaptability to various vehicle operating conditions. The existing investigations on robust identification of maximum road friction coefficient are unsatisfactory. In this paper, an identification approach based on road type recognition is proposed for the robust identification of maximum road friction coefficient and optimal slip ratio. The instantaneous road friction coefficient is estimated through the recursive least square with a forgetting factor method based on the single wheel model, and the estimated road friction coefficient and slip ratio are grouped in a set of samples in a small time interval before the current time, which are updated with time progressing. The current road type is recognized by comparing the samples of the estimated road friction coefficient with the standard road friction coefficient of each typical road, and the minimum statistical error is used as the recognition principle to improve identification robustness. Once the road type is recognized, the maximum road friction coefficient and optimal slip ratio are determined. -
Chapter Three Lateral Earth Pressure
Addis Ababa University, Faculty of Technology, Department of Civil Engineering CHAPTER THREE LATERAL EARTH PRESSURE Table of Contents 3 Introduction ........................................................................................... 36 3.1 Definitions of Key Terms ....................................................................... 36 3.2 Lateral Earth Pressure at Rest ............................................................... 36 3.3 Active and Passive Lateral Earth Pressures .............................................. 38 3.4 Rankine Active and Passive Earth Pressures ............................................ 38 3.5 Lateral Earth Pressure due to Surcharge ................................................. 42 3.6 Lateral Earth Pressure When Groundwater is Present ................................ 43 3.7 Summary of Rankine Lateral Earth Pressure Theory ................................. 44 3.8 Rankine Active & Passive Earth Pressure for Inclined Granular Backfill ........ 45 3.9 Coulomb’s Earth Pressure Theory ........................................................... 46 Soil Mechanics II: Lecture Notes Instructor: Dr. Hadush Seged 35 Addis Ababa University, Faculty of Technology, Department of Civil Engineering 3 Introduction A retaining wall is a structure that is used to support a vertical or near vertical slopes of soil. The resulting horizontal stress from the soil on the wall is called lateral earth pressure . To determine the magnitude of the lateral earth pressure, a geotechnical engineer must know the basic soil -
A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used As a Training Tool
A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used as a Training Tool Item Type Report Authors Darrow, Margaret M.; Huang, Scott L.; Obermiller, Kyle Publisher Alaska University Transportation Center Download date 26/09/2021 04:55:55 Link to Item http://hdl.handle.net/11122/7546 A Study of Unstable Slopes in Permafrost Areas: Alaskan Case Studies Used as a Training Tool Final Report December 2011 Prepared by PI: Margaret M. Darrow, Ph.D. Co-PI: Scott L. Huang, Ph.D. Co-author: Kyle Obermiller Institute of Northern Engineering for Alaska University Transportation Center REPORT CONTENTS TABLE OF CONTENTS 1.0 INTRODUCTION ................................................................................................................ 1 2.0 REVIEW OF UNSTABLE SOIL SLOPES IN PERMAFROST AREAS ............................... 1 3.0 THE NELCHINA SLIDE ..................................................................................................... 2 4.0 THE RICH113 SLIDE ......................................................................................................... 5 5.0 THE CHITINA DUMP SLIDE .............................................................................................. 6 6.0 SUMMARY ......................................................................................................................... 9 7.0 REFERENCES ................................................................................................................. 10 i A STUDY OF UNSTABLE SLOPES IN PERMAFROST AREAS 1.0 INTRODUCTION -
Finite Element Study on Static Pile Load Testing Li Yi A
FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING LI YI (B.Eng) A THESIS SUBMITTED FOR THE DEGREE OF MASTER OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING NATIONAL UNIVERSITY OF SINGAPORE 2004 Dedicated to my family and friends ACKNOWLEDGEMENTS The author would like to express his sincere gratitude and appreciation to his supervisor, Associate Professor Harry Tan Siew Ann, for his continual encouragement and bountiful support that have made my postgraduate study an educational and fruitful experience. In addition, the author would also like to thank Mr. Thomas Molnit (Project Manager, LOADTEST Asia Pte. Ltd.), Mr. Tian Hai (Former NUS postgraduate, KTP Consultants Pte. Ltd.), for their assistance in providing the necessary technical and academic documents during this project. Finally, the author is grateful to all my friends and colleagues for their help and friendship. Special thanks are extended to Ms. Zhou Yun. Her spiritual support made my thesis’ journey an enjoyable one. i TABLE OF CONTENTS ACKNOWLEDGEMENTS............................................................................................. i TABLE OF CONTENTS................................................................................................ii SUMMARY................................................................................................................... iv LIST OF TABLES......................................................................................................... vi LIST OF FIGURES ......................................................................................................vii -
Bray 2011 Pseudostatic Slope Stability Procedure Paper
Paper No. Theme Lecture 1 PSEUDOSTATIC SLOPE STABILITY PROCEDURE Jonathan D. BRAY 1 and Thaleia TRAVASAROU2 ABSTRACT Pseudostatic slope stability procedures can be employed in a straightforward manner, and thus, their use in engineering practice is appealing. The magnitude of the seismic coefficient that is applied to the potential sliding mass to represent the destabilizing effect of the earthquake shaking is a critical component of the procedure. It is often selected based on precedence, regulatory design guidance, and engineering judgment. However, the selection of the design value of the seismic coefficient employed in pseudostatic slope stability analysis should be based on the seismic hazard and the amount of seismic displacement that constitutes satisfactory performance for the project. The seismic coefficient should have a rational basis that depends on the seismic hazard and the allowable amount of calculated seismically induced permanent displacement. The recommended pseudostatic slope stability procedure requires that the engineer develops the project-specific allowable level of seismic displacement. The site- dependent seismic demand is characterized by the 5% damped elastic design spectral acceleration at the degraded period of the potential sliding mass as well as other key parameters. The level of uncertainty in the estimates of the seismic demand and displacement can be handled through the use of different percentile estimates of these values. Thus, the engineer can properly incorporate the amount of seismic displacement judged to be allowable and the seismic hazard at the site in the selection of the seismic coefficient. Keywords: Dam; Earthquake; Permanent Displacements; Reliability; Seismic Slope Stability INTRODUCTION Pseudostatic slope stability procedures are often used in engineering practice to evaluate the seismic performance of earth structures and natural slopes. -
Isotropic Work Softening Model for Frictional
Yang, K.-H., Nogueira, C., and Zornberg, J.G. (2008). “Isotropic Work Softening Model for Frictional Geomaterials: Development Based on Lade and Kim soil Constitutive Model.” Proceedings of the XXIX Iberian Latin American Congress on Computational Methods in Engineering, CILAMCE 2008, Maceio, Brazil, November 4-7, pp. 1-17 (CD-ROM). ISOTROPIC WORK SOFTENING MODEL FOR FRICTIONAL GEOMATERIALS: DEVELOPMENT BASED ON LADE AND KIM CONSTITUTIVE SOIL MODEL Kuo-Hsin Yang [email protected] Dept. of Civil Engineering, The University of Texas at Austin, Texas, Austin, USA Christianne de Lyra Nogueira [email protected] Dept. of Mine Engineering, Universidade Federal de Ouro Preto, MG, Brazil Jorge G. Zornberg [email protected] Dept. of Civil Engineering, The University of Texas at Austin, Texas, Austin, USA Abstract: An isotropic softening model for predicting the post-peak behavior of frictional geomaterials is presented. The proposed softening model is a function of plastic work which can include all possible stress-strain combinations. The development of softening model is based on the Lade and Kim constitutive soil model but improves previous work by characterizing the size of decaying yield surface more realistically by assuming an inverse sigmoid function. Compared to original softening model using the exponential decay function, the benefits of using the inverse sigmoid function are highlighted as: (1) provide a smoother transition from hardening to softening occurring at the peak strength point, and (2) limit the decrease of yield surface at a residual yield surface, which is a minimum size of yield surface during softening. The proposed softening model requires three parameters; each parameter has it own physical meaning and can be easily calibrated by a triaxial compression test. -
Seismic Lateral Earth Pressures on Retaining Structures
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances 2010 - Fifth International Conference on Recent in Geotechnical Earthquake Engineering and Advances in Geotechnical Earthquake Soil Dynamics Engineering and Soil Dynamics 28 May 2010, 2:00 pm - 3:30 pm Seismic Lateral Earth Pressures on Retaining Structures A. Murali Krishna Indian Institute of Technology Guwahati, India Follow this and additional works at: https://scholarsmine.mst.edu/icrageesd Part of the Geotechnical Engineering Commons Recommended Citation Krishna, A. Murali, "Seismic Lateral Earth Pressures on Retaining Structures" (2010). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 13. https://scholarsmine.mst.edu/icrageesd/05icrageesd/session06/13 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]. SEISMIC LATERAL EARTH PRESSURES ON RETAINING STRUCTURES A. Murali Krishna Indian Institute of Technology Guwahati Guwahati - India – 781039 ABSTRACT Various methods are available to estimate seismic earth pressures on soil retaining structures which cane be grouped to experimental, analytical and numerical methods. 1G model shaking table studies or high-g level centrifuge model shaking studies give some insight on the variation of seismic earth pressures along height of the retaining structure. -
Slope Stability Reference Guide for National Forests in the United States
United States Department of Slope Stability Reference Guide Agriculture for National Forests Forest Service Engineerlng Staff in the United States Washington, DC Volume I August 1994 While reasonable efforts have been made to assure the accuracy of this publication, in no event will the authors, the editors, or the USDA Forest Service be liable for direct, indirect, incidental, or consequential damages resulting from any defect in, or the use or misuse of, this publications. Cover Photo Ca~tion: EYESEE DEBRIS SLIDE, Klamath National Forest, Region 5, Yreka, CA The photo shows the toe of a massive earth flow which is part of a large landslide complex that occupies about one square mile on the west side of the Klamath River, four air miles NNW of the community of Somes Bar, California. The active debris slide is a classic example of a natural slope failure occurring where an inner gorge cuts the toe of a large slumplearthflow complex. This photo point is located at milepost 9.63 on California State Highway 96. Photo by Gordon Keller, Plumas National Forest, Quincy, CA. The United States Department of Agriculture (USDA) prohibits discrimination in its programs on the basis of race, color, national origin, sex, religion, age, disability, political beliefs and marital or familial status. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means for communication of program informa- tion (Braille, large print, audiotape, etc.) should contact the USDA Mice of Communications at 202-720-5881(voice) or 202-720-7808(TDD). To file a complaint, write the Secretary of Agriculture, U.S. -
Undergraduate Research on Conceptual Design of a Wind Tunnel for Instructional Purposes
AC 2012-3461: UNDERGRADUATE RESEARCH ON CONCEPTUAL DE- SIGN OF A WIND TUNNEL FOR INSTRUCTIONAL PURPOSES Peter John Arslanian, NASA/Computer Sciences Corporation Peter John Arslanian currently holds an engineering position at Computer Sciences Corporation. He works as a Ground Safety Engineer supporting Sounding Rocket and ANTARES launch vehicles at NASA, Wallops Island, Va. He also acts as an Electrical Engineer supporting testing and validation for NASA’s Low Density Supersonic Decelerator vehicle. Arslanian has received an Undergraduate Degree with Honors in Engineering with an Aerospace Specialization from the University of Maryland, Eastern Shore (UMES) in May 2011. Prior to receiving his undergraduate degree, he worked as an Action Sport Design Engineer for Hydroglas Composites in San Clemente, Calif., from 1994 to 2006, designing personnel watercraft hulls. Arslanian served in the U.S. Navy from 1989 to 1993 as Lead Electronics Technician for the Automatic Carrier Landing System aboard the U.S.S. Independence CV-62, stationed in Yokosuka, Japan. During his enlistment, Arslanian was honored with two South West Asia Service Medals. Dr. Payam Matin, University of Maryland, Eastern Shore Payam Matin is currently an Assistant Professor in the Department of Engineering and Aviation Sciences at the University of Maryland Eastern Shore (UMES). Matin has received his Ph.D. in mechanical engi- neering from Oakland University, Rochester, Mich., in May 2005. He has taught a number of courses in the areas of mechanical engineering and aerospace at UMES. Matin’s research has been mostly in the areas of computational mechanics and experimental mechanics. Matin has published more than 20 peer- reviewed journal and conference papers.