Failure of the Alexander Dam Embankment on Kauai in 1930
|
|
- Kelley Carson
- 6 years ago
- Views:
Transcription
1 Failure of the Alexander Dam Embankment on Kauai in 1930 Kerry D. Cato California State University San Bernardino J. David Rogers Missouri University of Science and Technology
2 PERTINENT POINTS First earthen structure constructed using physio-chemical soil stabilization Inherent instabilities of hydraulic fill dams Not just seismic, unstable during construction Rapid failure, killing six workers Fill using deeply weathered residuum, whose properties were dependent on effective stress Innovative system of subdrainage employed in the downstream shell has worked especially well, even without filters
3 Project Overview Location Map - Hawaiian Islands Kauai Oahu Lanai Molkokai Maui AEG Kona Hawaii 0 Miles 100 Approximate Scale
4 Project Overview Kauai Location Map (with Alexander Dam) Kapa a Weimea Kalaheo 0 Miles 5 Eleele Approximate Scale
5 Project Overview Kauai Geologic Map Major Geologic Features 0 Miles 30 Approximate Scale
6 Sugarcane Sugarcane in Hawaii The reason for the dam! Hawaii sugarcane production & sugar companies 1875 Treaty allowed sale of sugarcane to US without taxes
7 Sugarcane Sugarcane needs continuous water supply Needs water for more than six to seven months each year Rainfall not consistent enough, so irrigation needed
8 Project Overview Existing Dam Layout 0 Feet 2000 Approximate Scale
9 Project Overview Existing Dam Layout Spillway Dam Crest 0 Feet 500 Approximate Scale
10 Oblique Aerial View Alexander Dam
11 Oblique Aerial View Alexander Dam
12 Dam Design Rolled Fill versus Hydraulic Fill Main Factors for Hydraulic Fill By the 1930 s rolled-fill embankment dams had poor performance record in Hawaii due to formation of water channels through compacted fill ; Site tests showed that void ratio = 3, after rolled compaction, so concluded that hydraulic fill better suited for site materials Secondary Factors Costly to transport construction equipment to this remote site with steep terrain; Belief at the time that with rolled embankments failure could occur anytime during dam life, but that failure in hydraulic filled embankments could only occur during construction
13 Dam Design Embankment Dimensions & Zonation Original Design Sodium carbonate (Na 2 CO 3 ) was added to the residual soil backfill compacted against the 8-ft deep concrete seepage cutoff wall, making this one of the first instances of chemically-treated soils.
14 HYDRAULIC FILLING TECHNIQUE - Prior to the introduction of scrappers in the mid-1920s, hydraulic fill embankments were the dominant embankment dam type. - Sediments were usually hydraulically sluiced from either abutment and discharged on opposing levees, allowing fine grained materials to slowly settle out in a central core pool. - The clay core of the embankment served as the key element of any earthen dam.
15 Typical Hydraulic Fill Embankment Construction Haiwee Dam, Owens Valley, CA
16 Common terminology for hydraulic fill dams
17 Dam Design Embankment Materials Materials used in the original embankment Fumarole ash from the south abutment Decomposed vesicular lava from the north abutment Hydraulic fill consisted of heavy earth, claylike in character and variable in color, with red predominating..the fine grains and colloidal material form the core
18 Less pervious More pervious Material presented two design problems. 1. Available materials created an abundance of fine-grained material and a dearth of coarse-grained material for the shells underlying the slopes. 1. Saprolitic soils were disaggregated during excavation, hydraulic transport and surcharge, leading to a much lower hydraulic conductivity than the designers imagined possible beforehand.
19 Karl Terzaghi Karl Terzaghi s articles in ENR in prompted an analysis of soil void ratio with time, as the material consolidated under the surcharge load of the embankment. The actual consolidation of the core material turned out to be considerably greater than predicted by the lab odometer test data, shown here (from Cox, 1936).
20 DESIGN VERSUS AS-BUILT CONDITIONS The response to the cessation of sluicing operations was prompt in the upper level, slower lower down. The lag due to a height of 100 feet was about 3 weeks. As the dam increased in height and [pore] pressures increased, the permeability of the material surrounding the drains decreased, so that less water was to be handled, the pressure head required remained nearly constant, only a moderate decrease in [pressure] head was observable. (J.B. Cox, ENR article of Oct 20, 1932) Comment: These are the outward manifestations of internal drainage through the embankment shell was being compromised [lost].
21 Record of movement observed along downstream face of embankment during failure of 1930
22 Failure Event Embankment at the time of failure (Approx.) Failure Event 3:45pm on March 23, 1930; suddenly and without warning (Plastic deformation (flow) of mud began some time before any mass movement was noticed) At time of Failure Embankment height 95 ft; El. 1,575 ft 78% complete Reservoir El. 1,535 (40 ft below constructed crest) Failure 60-ft wide section of the core pool suddenly dropped ~30 feet and moved downstream, rapidly draining the pool and enlarging the mass.
23 Failure Event Failed area of the Embankment El Embankment pool at time of failure=1575 Water level in reservoir=1535 Core 1 st section of dam built Failure occurred so quickly it killed six and injured two workmen on the downstream face. Volume of slide debris was ~257,000 yds 3 (43% of placed embankment)
24 Dam Failure Dam failure centered on two issues First is how deeply the materials on Kauai are weathered, it being the oldest of the major [surviving] Hawaiian Islands, and with the highest rainfall. Led to supplemental problems: Available materials created an abundance of fine-grained material and a dearth of coarse-grained material for the shells underlying the slopes. Saprolitic soils were disaggregated during excavation, hydraulic transport and surcharge, leading to a much lower hydraulic conductivity than the designers imagined possible beforehand.
25 Dam Failure Dam failure centered on two issues Materials composing the downstream shell did not drain internally Speculation that overburden loadings led to crushing which produced smaller particles. The increased pore water pressure lowered the strength of the shell material, supporting the much softer and heavier (saturated) core [an inherent problem of hydraulic fill dams] These particles plugged porosity and created a low permeability shell, inhibiting drainage of excess pore pressures. The build-up of pore water pressure within the downstream shell (beach) reduced the soil s effective strength, hastening the slope failure that removed support of the core and core pool. Workers on the dam observed a cessation of drainage through the downstream shell in the vicinity of the failure about 10 days prior to the failure
26 Recovery Final Construction Remedial Measures DRAINS IN DOWNSTREAM SHELL A criss-crossing series of tile drains were laid within rock filled trenches beneath the downstream shell of the dam. The largest were 36 x 48 conveying 8 diameter tile drains, while the smaller were 18 x 24 conveying 3 diameter tile drains. Relatively steep gradient. Anti-offsetting measures.
27 REPLACEMENT STRUCTURE - DRAINS IN DOWNSTREAM SHELL The system of subdrains installed in the dam s rebuilt downstream shell included 562 lineal feet of gravel-filled drainage trenches, 1,027 lineal feet of 8-inch diameter drain tiles, and 4,331 lineal feet of 3-inch diameter drain tile. This integrated system of subdrainage has served the structure well, serving as a surrogate for the more traditional system of subdrainage in zoned fill embankments, which employ sand and gravel filters along the upstream and downstream margins of the low permeability clay core.
28 REPLACEMENT STRUCTURE - EMBANKMENT SHOWN AS COMPLETED Embankment Mitigation 3 Major Changes 1. Downstream shell width increased as much as possible within topographic and economic limits ft high rock buttress placed across the downstream toe 3. Most importantly, a drainage system installed in the downstream beach section using tile drains in rock filled trenches. Retrofitted structure completed December 1932, remains in service
29 CORE POOL OF ALEXANDER DAM IN NOVEMBER View along axis of the dam as the new core pool of the rebuilt structure was topped off in November Downstream is to left, reservoir to the right. - Note that the core pool becomes smaller with increasing height, but also promotes increased hydraulic pressure head, commensurate with such height
30 CONCLUSION Inherent instability of hydraulic fill dams Not only a seismic concern because of low relative density of cohesionless materials, but also vulnerable to pore pressure-induced problems during construction, if insufficient internal drainage. Glacial outwash deposits are particularly well-suited to hydraulic fill structures, but not poorly graded soil mixtures Fill using volcanic residuum Problematic because of disaggregation and breakdown of clods, creating a semi-impervious and low strength fill Points out the need for thorough testing of materials in both wet and dry states, to gauge how material properties change with increasing effective stress and percent saturation Implications for other hydraulic fill embankments While hydraulic fill embankments are not widely used in the US today; tailings dams are widely employed across the US and internationaly and this phenomenon should be considered at those facilities Points out the need for integrated internal drainage systems
31 ABSTRACT Failure of the Alexander Dam Embankment on Kauai in 1930 J. David Rogers (Missouri University of Science and Technology); Kerry D. Cato (California State University San Bernardino) Alexander Dam is a hydraulic fill earth dam that was built in to provide irrigation for McBryde Sugar Co. Ltd. that operated on the south shore of Hawaiian island of Kauai. It was constructed across Wahiawa Stream mauka of Kalaheo to store 800 million gallons of water to irrigate sugar cane fields. The embankment dam was intended to have a maximum height of 125-ft, length of 620-ft, and a maximum base thickness of 640-ft. The total design volume was 580,000 yds 3, using hydraulic fill sluiced to the dam site. On March 23, 1930, a 60-ft wide section of the core pool suddenly dropped ~30 feet and moved downstream, rapidly draining the pool and enlarging the mass. The embankment was at a height of 95-ft and 78% complete when the failure occurred. The failure occurred so quickly it killed six and injured two workmen on the downstream face. The volume of side debris was ~275,000 yds vertical feet of the embankment s clay core stood near-vertical after the failure, leading engineers to believe that the materials deposited in the downstream shell had consolidated and thereby failed to allow internal drainage. The embankment was rebuilt by emplacing a 40-ft high rock buttress across the downstream toe; the downstream shell was widened; and tile drains were inserted to facilitate internal drainage. The retrofitted structure was completed in December 1932 and remains in service. The materials used in the original and rebuilt embankment consisted of fumarole ash from the south abutment and decomposed vesicular lava from the north abutment. The hydraulic fill consisted of heavy earth, claylike in character and variable in color with red predominating..the fine grains and colloidal material form the core. This material presented two design problems. First, the available materials created an abundance of fine-grained material and a dearth of coarse-grained material for the shells underlying the slopes. Second, the saprolitic soils were disaggregated during excavation, hydraulic transport and surcharge, leading to a much lower hydraulic conductivity than the designers imagined possible beforehand.
Seismic Stability of Tailings Dams, an Overview
Seismic Stability of Tailings Dams, an Overview BY Gonzalo Castro, Ph.D., P.E. Principal International Workshop on Seismic Stability of Tailings Dams Case Western Reserve University, November 2003 Small
More informationInstructor : Dr. Jehad Hamad. Chapter (7)
Instructor : Dr. Jehad Hamad Chapter (7) 2017-2016 Soil Properties Physical Properties Mechanical Properties Gradation and Structure Compressibility Soil-Water Relationships Shear Strength Bearing Capacity
More informationGG101 Lecture 22: Mass Wasting. Soil, debris, sediment, and broken rock is called regolith.
GG101 Lecture 22: Mass Wasting Mass Wasting is the movement of rock and soil down a slope due to the force of gravity. Soil, debris, sediment, and broken rock is called regolith. Mass wasting creates broad
More informationGeosynthetics Applications and Performance Reviews Select Case Histories
Geosynthetics Applications and Performance Reviews Select Case Histories Debora J. Miller, Ph.D., P.E.; Dean B. Durkee,, Ph.D., P.E.; Michael A. Morrison, P.E., David B. Wilson, P.E., and Kevin Smith,
More informationLIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS
LIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS Antonio Fernandez, Ph.D. 1 ABSTRACT Paul C. Rizzo Associates,
More informationA. V T = 1 B. Ms = 1 C. Vs = 1 D. Vv = 1
Geology and Soil Mechanics 55401 /1A (2002-2003) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationBig Rivers Electric Corporation Disposal of Coal Combustion Residuals (CCR) from Electric Utilities Final Rule CCR Impoundment Liner Assessment Report
Big Rivers Electric Corporation Disposal of Coal Combustion Residuals (CCR) from Electric Utilities Final Rule CCR Impoundment Liner Assessment Report CCR Surface Impoundment Information Name: Operator:
More informationMass Wasting. Revisit: Erosion, Transportation, and Deposition
Mass Wasting Revisit: Erosion, Transportation, and Deposition While landslides are a normal part of erosion and surface processes, they can be very destructive to life and property! - Mass wasting: downslope
More informationGeology and Soil Mechanics /1A ( ) Mark the best answer on the multiple choice answer sheet.
Geology and Soil Mechanics 55401 /1A (2003-2004) Mark the best answer on the multiple choice answer sheet. 1. Soil mechanics is the application of hydraulics, geology and mechanics to problems relating
More informationProf. B V S Viswanadham, Department of Civil Engineering, IIT Bombay
19 Module 5: Lecture -1 on Stability of Slopes Contents Stability analysis of a slope and finding critical slip surface; Sudden Draw down condition, effective stress and total stress analysis; Seismic
More informationHISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR (c)(1)(i) (xii)
HISTORY OF CONSTRUCTION FOR EXISTING CCR SURFACE IMPOUNDMENT PLANT GASTON ASH POND 40 CFR 257.73(c)(1)(i) (xii) (i) Site Name and Ownership Information: Site Name: E.C. Gaston Steam Plant Site Location:
More informationSeepage Analysis for Shurijeh Reservoir Dam Using Finite Element Method. S. Soleymani 1, A. Akhtarpur 2
Seepage Analysis for Shurijeh Reservoir Dam Using Finite Element Method S. Soleymani 1, A. Akhtarpur 2 1 Group of Dam Construction, Toossab Company, P.O. Box 917751569, Mashhad City, Iran, PH (+98) 511-7684091;
More informationMONITORING SEEPAGE FLOW THROUGH CARUACHI LEFT EMBANKMENT DAM DURING INITIAL RESERVOIR FILLING
MONITORING SEEPAGE FLOW THROUGH CARUACHI LEFT EMBANKMENT DAM DURING INITIAL RESERVOIR FILLING EMILIO MARTINEZ Senior Hydraulic Engineer, Department of Hydraulic, CVG EDELCA Hid. Macagua I, Apartado 28
More information[1] Performance of the sediment trap depends on the type of outlet structure and the settling pond surface area.
Sediment Trench SEDIMENT CONTROL TECHNIQUE Type 1 System Sheet Flow Sandy Soils Type 2 System [1] Concentrated Flow Clayey Soils Type 3 System [1] Supplementary Trap Dispersive Soils [1] Performance of
More informationGEOTECHNICAL LABORATORY
14.333 GEOTECHNICAL LABORATORY BERNOULLI S EQUATION h u w v 2 2g Z h = Total Head u = Pressure v = Velocity g = Acceleration due to Gravity w = Unit Weight of Water Slide 1 of 14 h 14.333 GEOTECHNICAL
More informationConverse Consultants Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services
Converse Consultants Geotechnical Engineering, Environmental & Groundwater Science, Inspection & Testing Services July 27, 2017 Ms. Rebecca Mitchell Mt. San Antonio College Facilities Planning & Management
More informationIMPORTANCE OF GEOLOGIC CHARACTERIZATION FOR LEVEE FOUNDATION AND BORROW MATERIALS AS STUDIED AT THE INDIAN GRAVES LEVEE DISTRICT, ADAMS COUNTY, IL
IMPORTANCE OF GEOLOGIC CHARACTERIZATION FOR LEVEE FOUNDATION AND BORROW MATERIALS AS STUDIED AT THE INDIAN GRAVES LEVEE DISTRICT, ADAMS COUNTY, IL Conor Watkins Missouri University of Science and Technology
More informationPractical aspects of dam break analysis
Practical aspects of dam break analysis Louis C Hattingh Hattingh Anderson Associates CC Dam break analysis It is a model You need to understand what you model & have an idea of the answers that you expect
More informationSTRUCTURAL STABILITY ASSESSMENT
STRUCTURAL STABILITY ASSESSMENT CFR 257.73(d) Bottom Ash Pond Complex Cardinal Plant Brilliant, Ohio October, 2016 Prepared for: Cardinal Operating Company Cardinal Plant Brilliant, Ohio Prepared by: Geotechnical
More informationStone Outlet Sediment Trap
3.12 Sediment Control Description: A stone outlet sediment trap is a small detention area formed by placing a stone embankment with an integral stone filter outlet across a drainage swale for the purpose
More informationTable of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials
Table of Contents Chapter 1 Introduction to Geotechnical Engineering 1.1 Geotechnical Engineering 1.2 The Unique Nature of Soil and Rock Materials 1.3 Scope of This Book 1.4 Historical Development of Geotechnical
More informationQUESTION BANK DEPARTMENT: CIVIL SUBJECT CODE / Name: CE 2251 / SOIL MECHANICS SEMESTER: IV UNIT 1- INTRODUCTION PART - A (2 marks) 1. Distinguish between Residual and Transported soil. (AUC May/June 2012)
More informationClyde River Landslide
Clyde River Landslide Department of Geology, Perkins Hall, University of Vermont, Burlington, VT 05405 Abstract: This paper investigates a landslide on the Clyde River in Newport, Vermont. The landslide
More informationPERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY.
PERENNIAL PROBLEM OF EARTHEN BUND OF WELLINGDON RESERVOIR. ANALYSIS OF CAUSES AND REMEDIAL MEASURES A CASE STUDY. By Er. S. Muthu Parvatha Vardhini, Asst. Executive Engineer, (Designs) Water Resources
More informationOIKOS > landslide > mechanism >predisposing causes
predisposing causes and trigger OIKOS > landslide > mechanism >predisposing causes Landslides are events that occur in space and time. As such, it is usually possible to identify both one or more landslide
More informationINFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY
INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART 257.82 PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY EPA s Disposal of Coal Combustion Residuals from Electric Utilities Final Rule (40 C.F.R.
More informationSummary of Hydraulic and Sediment-transport. Analysis of Residual Sediment: Alternatives for the San Clemente Dam Removal/Retrofit Project,
Appendix N SUMMARY OF HYDRAULIC AND SEDIMENT-TRANSPORT ANALYSIS OF RESIDUAL SEDIMENT: ALTERNATIVES FOR THE SAN CLEMENTE DAM REMOVAL/RETROFIT PROJECT, CALIFORNIA the San Clemente Dam Removal/Retrofit Project,
More informationdesign, construction, operation, and maintenance of the BAP is consistent with recognized and generally accepted good engineering standards.
design, construction, operation, and maintenance of the BAP is consistent with recognized and generally accepted good engineering standards. In addition to the field inspection, Associated Engineers, Inc.
More informationLandslide FE Stability Analysis
Landslide FE Stability Analysis L. Kellezi Dept. of Geotechnical Engineering, GEO-Danish Geotechnical Institute, Denmark S. Allkja Altea & Geostudio 2000, Albania P. B. Hansen Dept. of Geotechnical Engineering,
More informationGEOL 1121 Earth Processes and Environments
GEOL 1121 Earth Processes and Environments Wondwosen Seyoum Department of Geology University of Georgia e-mail: seyoum@uga.edu G/G Bldg., Rm. No. 122 Seyoum, 2015 Chapter 6 Streams and Flooding Seyoum,
More informationCCR Rule Annual Inspection Report (cont.) 2
The inspection findings consisted of maintenance items and items that were not observed to be signs or potential signs of significant structural weakness. No deficiencies or disrupting conditions that
More informationIntroduction to Geotechnical Engineering. ground
Introduction to Geotechnical Engineering ground 1 Typical Geotechnical Project Geo-Laboratory ~ for testing soil properties Design Office ~ for design & analysis construction site 2 Shallow Foundations
More informationSummary. Streams and Drainage Systems
Streams and Drainage Systems Summary Streams are part of the hydrologic cycle and the chief means by which water returns from the land to the sea. They help shape the Earth s surface and transport sediment
More informationName: Mid-Year Review #2 SAR
Name: Mid-Year Review #2 SAR Base your answers to questions 1 through 3 on on the diagram below, which shows laboratory materials used for an investigation of the effects of sediment size on permeability,
More informationNovember 20, 2003 Project
November 20, 2003 Project 032810 1021 Main Street Winchester, MA 01890-1970 781.721.4000 781.721.4073 fax Mr. Bobby Van Cleave Geotechnical Engineer Little Rock District Federal Building, 7th Floor 700
More informationChapter 11 10/30/2013. Mass Wasting. Introduction. Factors That Influence Mass Wasting. Introduction. Factors That Influence Mass Wasting
Introduction Chapter 11 Mass wasting - The downslope movement of material resulting from the force of gravity. Mass Wasting Mass wasting results when the force of gravity acting on a slope exceeds the
More informationAPPENDIX B WORKSHEETS & EXHIBITS
APPENDIX B WORKSHEETS & EXHIBITS A worksheet provides the designer a representation of a measure that allows for input of specific design criteria. The plan designer will be required to assess field conditions
More informationSeismic Evaluation of Tailing Storage Facility
Australian Earthquake Engineering Society 2010 Conference, Perth, Western Australia Seismic Evaluation of Tailing Storage Facility Jonathan Z. Liang 1, David Elias 2 1 Senior Geotechnical Engineer, GHD
More informationThis report was prepared by Klohn Crippen Consultants Ltd. for Alberta Transportation Central Region under Contract No. CE053/2000.
Alberta Transportation Central Region #401, 4902 51 Street Red Deer, Alberta T4N 6K8 June 7, 2002 Mr. Melvin Mayfield, P.Eng. Project Engineer Dear Mr. Mayfield: Central Region Landslide Assessment Site
More informationII Pedologic classifica>on schemes
SOILS (06) I Main Topics A Pedologic classifica>on schemes B Engineering classifica>on schemes C Proper>es of engineering soils D Effec>ve stress, pore pressure, and total stress E Consolida>on 2/2/15
More informationSediment Trap. A temporary runoff containment area, which promotes sedimentation prior to discharge of the runoff through a stabilized spillway.
Sediment Trap SC-15 Source: Caltrans Construction Site Best Management Practices Manual, 2003. Description A temporary runoff containment area, which promotes sedimentation prior to discharge of the runoff
More informationSeismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method
Seismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method E. Yıldız & A.F. Gürdil Temelsu International Engineering Services Inc., Ankara, Turkey SUMMARY: Time history analyses conducted
More informationDebris flow: categories, characteristics, hazard assessment, mitigation measures. Hariklia D. SKILODIMOU, George D. BATHRELLOS
Debris flow: categories, characteristics, hazard assessment, mitigation measures Hariklia D. SKILODIMOU, George D. BATHRELLOS Natural hazards: physical phenomena, active in geological time capable of producing
More informationWaterbury Dam Disturbance Mike Fitzgerald Devin Rowland
Waterbury Dam Disturbance Mike Fitzgerald Devin Rowland Abstract The Waterbury Dam was completed in October 1938 as a method of flood control in the Winooski Valley. The construction began in April1935
More informationChapter 7 Permeability and Seepage
Permeability and Seepage - N. Sivakugan (2005) 1 7.1 INTRODUCTION Chapter 7 Permeability and Seepage Permeability, as the name implies (ability to permeate), is a measure of how easily a fluid can flow
More informationSoil Mechanics. Chapter # 1. Prepared By Mr. Ashok Kumar Lecturer in Civil Engineering Gpes Meham Rohtak INTRODUCTION TO SOIL MECHANICS AND ITS TYPES
Soil Mechanics Chapter # 1 INTRODUCTION TO SOIL MECHANICS AND ITS TYPES Prepared By Mr. Ashok Kumar Lecturer in Civil Engineering Gpes Meham Rohtak Chapter Outlines Introduction to Soil Mechanics, Soil
More informationRESERVOIR DRAWDOWN RATES/RESERVOIR DRAWDOWN TEST Iron Gate, Copco (I & II), and JC Boyle Dams
TECHNICAL MEMORANDUM No. 1 TO: Michael Bowen California Coastal Conservancy Geotechnical & Earthquake Engineering Consultants CC: Eric Ginney Philip Williams & Associates PREPARED BY: Paul Grant SUBJECT:
More informationUsing Weather and Climate Information for Landslide Prevention and Mitigation
Using Weather and Climate Information for Landslide Prevention and Mitigation Professor Roy C. Sidle Disaster Prevention Research Institute Kyoto University, Japan International Workshop on Climate and
More information*** ***! " " ) * % )!( & ' % # $. 0 1 %./ +, - 7 : %8% 9 ) 7 / ( * 7 : %8% 9 < ;14. " > /' ;-,=. / ١
١ ******!" #$ % & '!( ) % * ") +,-./ % 01. 3 ( 4 56 7/4 ) 8%9 % : 7 ;14 < 8%9 % : *7./ = ;-, >/'." Soil Permeability & Seepage ٢ Soil Permeability- Definition ٣ What is Permeability? Permeability is the
More informationFloods Lecture #21 20
Floods 20 Lecture #21 What Is a Flood? Def: high discharge event along a river! Due to heavy rain or snow-melt During a flood, a river:! Erodes channel o Deeper & wider! Overflows channel o Deposits sediment
More information3.12 Geology and Topography Affected Environment
3 Affected Environment and Environmental Consequences 3.12 Geology and Topography 3.12.1 Affected Environment 3.12.1.1 Earthquakes Sterling Highway MP 45 60 Project Draft SEIS The Kenai Peninsula is predisposed
More informationUGRC 144 Science and Technology in Our Lives/Geohazards
UGRC 144 Science and Technology in Our Lives/Geohazards Flood and Flood Hazards Dr. Patrick Asamoah Sakyi Department of Earth Science, UG, Legon College of Education School of Continuing and Distance Education
More informationFigure 1 The map shows the top view of a meandering stream as it enters a lake. At which points along the stream are erosion and deposition dominant?
1. In which type of climate does chemical weathering usually occur most rapidly? 1. hot and dry 3. cold and dry 2. hot and wet 4. cold and wet 2. Figure 1 The map shows the top view of a meandering stream
More informationPredicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests
Predicting Settlement and Stability of Wet Coal Ash Impoundments using Dilatometer Tests Chris Hardin, P.E. CH2M Hill, Charlotte, North Carolina, E-mail: Chris.Hardin@ch2m.com Roger Failmezger, P.E., F.
More informationHow Do Human Impacts and Geomorphological Responses Vary with Spatial Scale in the Streams and Rivers of the Illinois Basin?
How Do Human Impacts and Geomorphological Responses Vary with Spatial Scale in the Streams and Rivers of the Illinois Basin? Bruce Rhoads Department of Geography University of Illinois at Urbana-Champaign
More informationModeling Great Britain s Flood Defenses. Flood Defense in Great Britain. By Dr. Yizhong Qu
Modeling Great Britain s Flood Defenses AIRCurrents Editor s note: AIR launched its Inland Flood Model for Great Britain in December 2008. The hazard module captures the physical processes of rainfall-runoff
More information16 Rainfall on a Slope
Rainfall on a Slope 16-1 16 Rainfall on a Slope 16.1 Problem Statement In this example, the stability of a generic slope is analyzed for two successive rainfall events of increasing intensity and decreasing
More informationHYDROCOMPACTION CONSIDERATIONS IN SINKHOLE INVESTIGATIONS
HYDROCOMPACTION CONSIDERATIONS IN SINKHOLE INVESTIGATIONS Edward D. Zisman Cardno ATC, 5602 Thompson Center Court, Suite 405, Tampa, Florida 33634 Stephen West BTL Engineering Services, Inc., 5802 North
More information**Temporary Erosion Control**
Construction operations And methods **Temporary Erosion Control** The test will more than likely just have a basic word problem dealing with Erosion control, if it has anything on the test. So just review,
More informationAnalysis of soil failure modes using flume tests
Analysis of soil failure modes using flume tests A. Spickermann & J.-P. Malet Institute of Earth Physics, CNRS UMR 751, University of Strasbourg, Strasbourg, France Th.W.J. van Asch, M.C.G. van Maarseveen,
More informationThe process of consolidation and settlement
Consolidation Based on part of the GeotechniCAL reference package by Prof. John Atkinson, City University, London The process of consolidation and settlement One-dimensional consolidation theory The oedometer
More informationHydraulic Structures. Notes and Handouts
Hydraulic Structures Notes and Handouts Introduction Free surface flows in particular often have hydraulic structures to control flow Dams Spillways Stilling Basins Weirs Gates Can have hydraulic/structural/geotechnical
More informationWP2.1 BREACH FORMATION LARGE SCALE EMBANKMENT FAILURE
WP2. BREACH FORMATION LARGE SCALE EMBANKMENT FAILURE Kjetil Arne Vaskinn, Sweco Gröner Norway Aslak Løvoll, Norconsult AS Norway Kaare Höeg, Norwegian Geotechnical Institute (NGI), Norway WP2. BREACH FORMATION
More informationCHAPTER FIVE 5.0 STABILITY OF CUT SLOPES IN THE STUDY AREA. them limited by a thick canopy of vegetation and steep slope angles.
CHAPTER FIVE 5.0 STABILITY OF CUT SLOPES IN THE STUDY AREA 5.1. Introduction Ukay Perdana area is a developing community with continuous building activities and road construction. There are thus only left
More information3.0 SUMMARY OF POTENTIAL GEOTECHNICAL IMPACTS AND MITIGATION MEASURES
3.0 SUMMARY OF POTENTIAL GEOTECHNICAL IMPACTS AND MITIGATION MEASURES This section summarizes the principal geotechnical conditions that occur in the project area. The potential impact that each condition
More informationDebris Avalanches. Debris avalanche deposits on a volcano in Chile. All of the area in the foreground is buried by a thick debris avalanche.
Debris Avalanches Volcanoes are not very stable structures. From time to time, they collapse producing large rock and ash avalanches that travel at high speeds down valleys. Collapse maybe caused by an
More informationIntroduction to Soil Mechanics
Introduction to Soil Mechanics Sela Sode and Colin Jones WILEY Blackwell Contents Preface Dedication and Acknowledgments List of Symbols Soil Structure 1.1 Volume relationships 1.1.1 Voids ratio (e) 1.1.2
More informationLearning Objectives. Your goals for studying this chapter are: Understand where landslides occur. Understand the warning signs of landslides.
Learning Objectives Landslides are common problems across the country and in many parts of the world. Next to flooding, they are the most likely natural hazard you may have to deal with in your lifetime.
More informationSoils, Hydrogeology, and Aquifer Properties. Philip B. Bedient 2006 Rice University
Soils, Hydrogeology, and Aquifer Properties Philip B. Bedient 2006 Rice University Charbeneau, 2000. Basin Hydrologic Cycle Global Water Supply Distribution 3% of earth s water is fresh - 97% oceans 1%
More informationPhysical landscapes River landscapes in the UK
Physical landscapes River landscapes in the UK The shape of river valleys change s as rivers flow downstream - PROCESSES Erosion Abrasion or corrasion Attrition Hydraulic Action Solution or corrosion Deposition
More informationAN APPROACH TO THE CLASSIFICATION OF SLOPE MOVEMENTS
Training/workshop on Earthquake Vulnerability and Multi-Hazard Risk Assessment: Geospatial Tools for Rehabilitation and Reconstruction Effort 13 31 March 2006, Islamabad, Pakistan AN APPROACH TO THE CLASSIFICATION
More informationThree-Dimensional Seepage Effects at Three New Orleans Levee Breaches During Hurricane Katrina
Three-Dimensional Seepage Effects at Three New Orleans Levee Breaches During Hurricane Katrina Diego Cobos-Roa Graduate Student Department of Civil & Environmental Engineering University of California
More informationRock Sizing for Small Dam Spillways
Rock Sizing for Small Dam Spillways STORMWATER MANAGEMENT PRACTICES Photo 1 Rock-lined spillway on a construction site sediment basin Photo 2 Rock-lined spillway on a small farm dam 1. Introduction A chute
More information5. Which surface soil type has the slowest permeability rate and is most likely to produce flooding? A) pebbles B) sand C) silt D) clay A) B) C) D)
1. During a heavy rainstorm, soil samples A and B both became saturated with water. However, 10 minutes after the storm ended, the soils appeared as shown below. Which statement best explains the observed
More informationAn Hypothesis Concerning a Confined Groundwater Zone in Slopes of Weathered Igneous Rocks
Symposium on Slope Hazards and Their Prevention: 8-10 May, 2000, Hong Kong, PRC An Hypothesis Concerning a Confined Groundwater Zone in Slopes of Weathered Igneous Rocks J. J. Jiao and A. W. Malone Department
More informationGeotechnical Properties of Soil
Geotechnical Properties of Soil 1 Soil Texture Particle size, shape and size distribution Coarse-textured (Gravel, Sand) Fine-textured (Silt, Clay) Visibility by the naked eye (0.05 mm is the approximate
More informationGEOTECHNICAL ENGINEERING INVESTIGATION HANDBOOK Second Edition
GEOTECHNICAL ENGINEERING INVESTIGATION HANDBOOK Second Edition Roy E. Hunt Taylor & Francis Taylor & Francis Croup Boca Raton London New York Singapore A CRC title, part of the Taylor & Francis imprint,
More informationMass Wasting Landslides, Mudflows. Chapter 7. Geology of the Hawaiian Islands. Any Questions? Mass wasting. Mass wasting.
Geology of the Hawaiian Islands Class 17 9 March 2004 Any Questions? Mass Wasting, Mudflows Chapter 7 Mass wasting Transportation of large masses of rock Downslope movement of rock and soil debris under
More informationSurface Water and Stream Development
Surface Water and Stream Development Surface Water The moment a raindrop falls to earth it begins its return to the sea. Once water reaches Earth s surface it may evaporate back into the atmosphere, soak
More informationSediment Trap. At multiple locations within the project site where sediment control is needed.
Sediment Trap SE-3 Objectives EC Erosion Control SE Sediment Control TR Tracking Control WE Wind Erosion Control Non-Stormwater NS Management Control Waste Management and WM Materials Pollution Control
More information3/8/17. #20 - Landslides: Mitigation and Case Histories. Questions for Thought. Questions for Thought
#20 - Landslides: Mitigation and Case Histories Web Exercise #3 (Volcanoes) Due Wednesday There is a 2-point penalty for every day the assignment is late. Exam 1 Scores Scores and exam key are posted Vaiont
More informationU-Shaped Sediment Traps
U-Shaped Sediment Traps SEDIMENT CONTROL TECHNIQUE Type 1 System Sheet Flow Sandy Soils Type 2 System Concentrated Flow Clayey Soils [1] Type 3 System Supplementary Trap Dispersive Soils [1] Generally
More information(Refer Slide Time: 02:10)
Soil Mechanics Prof. B.V.S. Viswanathan Department of Civil Engineering Indian Institute of Technology, Bombay Lecture 24 Flow of water through soils-v Welcome to lecture five of flow of water through
More informationScience EOG Review: Landforms
Mathematician Science EOG Review: Landforms Vocabulary Definition Term canyon deep, large, V- shaped valley formed by a river over millions of years of erosion; sometimes called gorges (example: Linville
More informationPRINCIPLES OF GEOTECHNICAL ENGINEERING
PRINCIPLES OF GEOTECHNICAL ENGINEERING Fourth Edition BRAJA M. DAS California State University, Sacramento I(T)P Boston Albany Bonn Cincinnati London Madrid Melbourne Mexico City New York Paris San Francisco
More informationChanges in soil deformation and shear strength by internal erosion
Changes in soil deformation and shear strength by internal erosion C. Chen & L. M. Zhang The Hong Kong University of Science and Technology, Hong Kong, China D. S. Chang AECOM Asia Company Ltd., Hong Kong,
More informationLecture 15: Subsidence
Lecture 15: Subsidence Key Questions 1. How does removal of groundwater cause subsidence on a regional scale? 2. Under what conditions does a building sink into sediment? 3. Why do clays consolidate more
More informationNumerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation Yong-Beom Lee, Jorge Castillo Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting
More informationEssential Questions. What is erosion? What is mass wasting?
Erosion Essential Questions What is erosion? What is mass wasting? What is Erosion? Erosion The transportation of sediment from one area to another Caused mainly by running water but also caused by glaciers,
More informationCHARACTERIZATION OF SOFT CLAY- A CASE STUDY AT CRANEY ISLAND
National Defense Industrial Association 2005 Tri-Service Infrastructure Systems Conference and Exhibition Re-Energizing Engineering Excellence CHARACTERIZATION OF SOFT CLAY- A CASE STUDY AT CRANEY ISLAND
More informationSurface Processes Focus on Mass Wasting (Chapter 10)
Surface Processes Focus on Mass Wasting (Chapter 10) 1. What is the distinction between weathering, mass wasting, and erosion? 2. What is the controlling force in mass wasting? What force provides resistance?
More informationType 1 System Sheet Flow Sandy Soils Type 2 System Concentrated Flow Clayey Soils Type 3 System [1] Supplementary Trap Dispersive Soils
Sediment Weirs SEDIMENT CONTROL TECHNIQUE Type 1 System Sheet Flow Sandy Soils Type 2 System Concentrated Flow Clayey Soils Type 3 System [1] Supplementary Trap Dispersive Soils [1] Type 3 classification
More informationEnvironmental Geology Lab 5 - Mass Wasting Hazards
Environmental Geology Lab 5 - Mass Wasting Hazards page - 1 Many landslides, slope failures or sinkholes (collapse structures formed in terrain underlain by limestone rocks) occur during or immediately
More informationJim Turenne. Soils on Social Media
Jim Turenne USDA-NRCS 60 Quaker Lane, Suite 46 Warwick, RI. 02886 401-822-8832 Jim.turenne@ri.usda.gov Soils on Social Media www.twitter.com/soilsne www.fb.com/soilsne www.nesoil.com U.S. Department of
More informationSTUDY GUIDE FOR CONTENT MASTERY. Surface Water Movement
Surface Water SECTION 9.1 Surface Water Movement In your textbook, read about surface water and the way in which it moves sediment. Complete each statement. 1. An excessive amount of water flowing downslope
More informationGeology and New England Landscapes
Geology and New England Landscapes Jim Turenne, CPSS USDA-NRCS Warwick, RI. http://nesoil.com Why Geology? Provides the big picture of site conditions. Major part of soil formation (parent material and
More informationNeed of Proper Development in Hilly Urban Areas to Avoid
Need of Proper Development in Hilly Urban Areas to Avoid Landslide Hazard Dr. Arvind Phukan, P.E. Cosultant/Former Professor of Civil Engineering University of Alaska, Anchorage, USA RI District Governor
More informationModule 9 : Foundation on rocks. Content
FOUNDATION ON ROCKS Content 9.1 INTRODUCTION 9.2 FOUNDATION TYPES ON ROCKS 9.3 BEARING CAPCITY- SHALLOW FOUNDATION 9.3.1 Ultimate bearing capacity 9.3.2 Safe bearing pressure 9.3.3 Estimation of bearing
More informationErosion Surface Water. moving, transporting, and depositing sediment.
+ Erosion Surface Water moving, transporting, and depositing sediment. + Surface Water 2 Water from rainfall can hit Earth s surface and do a number of things: Slowly soak into the ground: Infiltration
More informationStop 1: Marmot Dam Stop 1: Marmot Dam
Stop 1: Marmot Dam Stop 1: Marmot Dam Following the removal of Marmot Dam in 2007, the fate of the reservoir sediments has been monitored through a series of surveys and sediment transport measurements.
More information