Differential Settlement of Foundations on Loess
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Determination of Geotechnical Properties of Clayey Soil From
DETERMINATION OF GEOTECHNICAL PROPERTIES OF CLAYEY SOIL FROM RESISTIVITY IMAGING (RI) by GOLAM KIBRIA Presented to the Faculty of the Graduate School of The University of Texas at Arlington in Partial Fulfillment of the Requirements for the Degree of MASTER OF SCIENCE IN CIVIL ENGINEERING THE UNIVERSITY OF TEXAS AT ARLINGTON August 2011 Copyright © by Golam Kibria 2011 All Rights Reserved ACKNOWLEDGEMENTS I would like express my sincere gratitude to my supervising professor Dr. Sahadat Hos- sain for the accomplishment of this work. It was always motivating for me to work under his sin- cere guidance and advice. The completion of this work would not have been possible without his constant inspiration and feedback. I would also like to express my appreciation to Dr. Laureano R. Hoyos and Dr. Moham- mad Najafi for accepting to serve in my committee. I would also like to thank for their valuable time, suggestions and advice. I wish to acknowledge Dr. Harold Rowe of Earth and Environmental Science Department in the University of Texas at Arlington for giving me the opportunity to work in his laboratory. Special thanks goes to Jubair Hossain, Mohammad Sadik Khan, Tashfeena Taufiq, Huda Shihada, Shahed R Manzur, Sonia Samir,. Noor E Alam Siddique, Andrez Cruz,,Ferdous Intaj, Mostafijur Rahman and all of my friends for their cooperation and assistance throughout my Mas- ter’s study and accomplishment of this work. I wish to acknowledge the encouragement of my parents and sisters during my Master’s study. Without their constant inspiration, support and cooperation, it would not be possible to complete the work. -
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 -
The Distribution of Silty Soils in the Grayling Fingers Region of Michigan: Evidence for Loess Deposition Onto Frozen Ground
Geomorphology 102 (2008) 287–296 Contents lists available at ScienceDirect Geomorphology journal homepage: www.elsevier.com/locate/geomorph The distribution of silty soils in the Grayling Fingers region of Michigan: Evidence for loess deposition onto frozen ground Randall J. Schaetzl ⁎ Department of Geography, 128 Geography Building, Michigan State University, East Lansing, MI, 48824-1117, USA ARTICLE INFO ABSTRACT Article history: This paper presents textural, geochemical, mineralogical, soils, and geomorphic data on the sediments of the Received 12 September 2007 Grayling Fingers region of northern Lower Michigan. The Fingers are mainly comprised of glaciofluvial Received in revised form 25 March 2008 sediment, capped by sandy till. The focus of this research is a thin silty cap that overlies the till and outwash; Accepted 26 March 2008 data presented here suggest that it is local-source loess, derived from the Port Huron outwash plain and its Available online 10 April 2008 down-river extension, the Mainstee River valley. The silt is geochemically and texturally unlike the glacial fl Keywords: sediments that underlie it and is located only on the attest parts of the Finger uplands and in the bottoms of Glacial geomorphology upland, dry kettles. On sloping sites, the silty cap is absent. The silt was probably deposited on the Fingers Loess during the Port Huron meltwater event; a loess deposit roughly 90 km down the Manistee River valley has a Permafrost comparable origin. Data suggest that the loess was only able to persist on upland surfaces that were either Kettles closed depressions (currently, dry kettles) or flat because of erosion during and after loess deposition. -
CPT-Geoenviron-Guide-2Nd-Edition
Engineering Units Multiples Micro (P) = 10-6 Milli (m) = 10-3 Kilo (k) = 10+3 Mega (M) = 10+6 Imperial Units SI Units Length feet (ft) meter (m) Area square feet (ft2) square meter (m2) Force pounds (p) Newton (N) Pressure/Stress pounds/foot2 (psf) Pascal (Pa) = (N/m2) Multiple Units Length inches (in) millimeter (mm) Area square feet (ft2) square millimeter (mm2) Force ton (t) kilonewton (kN) Pressure/Stress pounds/inch2 (psi) kilonewton/meter2 kPa) tons/foot2 (tsf) meganewton/meter2 (MPa) Conversion Factors Force: 1 ton = 9.8 kN 1 kg = 9.8 N Pressure/Stress 1kg/cm2 = 100 kPa = 100 kN/m2 = 1 bar 1 tsf = 96 kPa (~100 kPa = 0.1 MPa) 1 t/m2 ~ 10 kPa 14.5 psi = 100 kPa 2.31 foot of water = 1 psi 1 meter of water = 10 kPa Derived Values from CPT Friction ratio: Rf = (fs/qt) x 100% Corrected cone resistance: qt = qc + u2(1-a) Net cone resistance: qn = qt – Vvo Excess pore pressure: 'u = u2 – u0 Pore pressure ratio: Bq = 'u / qn Normalized excess pore pressure: U = (ut – u0) / (ui – u0) where: ut is the pore pressure at time t in a dissipation test, and ui is the initial pore pressure at the start of the dissipation test Guide to Cone Penetration Testing for Geo-Environmental Engineering By P. K. Robertson and K.L. Cabal (Robertson) Gregg Drilling & Testing, Inc. 2nd Edition December 2008 Gregg Drilling & Testing, Inc. Corporate Headquarters 2726 Walnut Avenue Signal Hill, California 90755 Telephone: (562) 427-6899 Fax: (562) 427-3314 E-mail: [email protected] Website: www.greggdrilling.com The publisher and the author make no warranties or representations of any kind concerning the accuracy or suitability of the information contained in this guide for any purpose and cannot accept any legal responsibility for any errors or omissions that may have been made. -
Presentation Slides
Center for Accelerating Innovation Advanced Geotechnical Methods in Exploration (A-GaME) Tools for Enhanced, Effective Site Characterization 1 Center for Accelerating Innovation What are the Advanced Geotechnical Methods in Exploration? The A-GaME is a toolbox of underutilized subsurface exploration tools that will assist with: • Assessing risk and variability in site characterization • Optimizing subsurface exploration programs • Maximizing return on investment in project delivery 2 Center for Accelerating Innovation Why do you need to bring your A-GaME? • Because, in up to 50% of major infrastructure projects, schedule or costs will be significantly impacted by geotechnical issues!! • The majority of these issues will be directly or indirectly related to the scope and quality of subsurface investigation and site characterization work. 3 Center for Accelerating Innovation Presenters Silas Nichols Derrick Dasenbrock Ben Rivers Principal Bridge Geomechanics/LRFD Geotechnical Engineer – Engineer Engineer Geotechnical Minnesota DOT FHWA RC FHWA HQ 4 Center for Accelerating Innovation What is “Every Day Counts”(EDC)? State-based model to identify and rapidly deploy proven but underutilized innovations to: shorten the project delivery process enhance roadway safety reduce congestion improve environmental sustainability . EDC Rounds: two year cycles . Initiating 5th Round (2019-2020) - 10 innovations . To date: 4 Rounds, over 40 innovations For more information: https://www.fhwa.dot.gov/innovation/ FAST Act, Sec.1444 5 Center for Accelerating Innovation Implementation Planning Team Practitioners l Geotechnical l Construction l Design l Risk l Geophysics l Site Variability l Public and Private Sectors l Industry Representation – ADSC, AEG, DFI, EEGS, GI and AASHTO COBS, COC, COMP Brian Collins – FHWA-WFL Michelle Mann – NMDOT Derrick Dasenbrock – MNDOT Marc Mastronardi - GDOT Mohammed Elias – FHWA-EFL Mike McVay – Univ. -
Cone Penetration Test for Bearing Capacity Estimation
The 2nd Join Conference of Utsunomiya University and Universitas Padjadjaran, Nov.24,2017 CONE PENETRATION TEST FOR BEARING CAPACITY ESTIMATION AND SOIL PROFILING, CASE STUDY: CONVEYOR BELT CONSTRUCTION IN A COAL MINING CONCESSION AREA IN LOA DURI, EAST KALIMANTAN, INDONESIA Ilham PRASETYA*1, Yuni FAIZAH*1, R. Irvan SOPHIAN1, Febri HIRNAWAN1 1Faculty of Geological Engineering, Universitas Padjadjaran Jln. Raya Bandung-Sumedang Km. 21, 45363, Jatinangor, Sumedang, Jawa Barat, Indonesia *Corresponding Authors: [email protected], [email protected] Abstract Cone Penetration Test (CPT) has been recognized as one of the most extensively used in situ tests. A series of empirical correlations developed over many years allow bearing capacity of a soil layer to be calculated directly from CPT’s data. Moreover, the ratio between end resistance of the cone and side friction of the sleeve has been prove to be useful in identifying the type of penetrated soils. The study was conducted in a coal mining concession area in Loa Duri, east Kalimantan, Indonesia. In this study the Begemann Friction Cone Mechanical Type Penetrometer with maximum push 2 capacity of 250 kg/cm was used to determine bearing layers for foundation of the conveyor belt at six different locations. The friction ratio (Rf) is used to classify the type of soils, and allowable bearing capacity of the bearing layers are calculated using Schmertmann method (1956) and LCPC method (1982). The result shows that the bearing layers in study area comprise of sands, and clay- sand mixture and silt. The allowable bearing capacity of shallow foundations range between 6-16 kg/cm2 whereas that of pile foundations are around 16-23 kg/cm2. -
Geotechnical Manual 2013 (PDF)
2013 Geotechnical Engineering Manual Geotechnical Engineering Section Minnesota Department of Transportation 12/11/13 MnDOT Geotechnical Manual ii 2013 GEOTECHNICAL ENGINEERING MANUAL ..................................................................................................... I GEOTECHNICAL ENGINEERING SECTION ............................................................................................................... I MINNESOTA DEPARTMENT OF TRANSPORTATION ............................................................................................... I 1 PURPOSE & OVERVIEW OF MANUAL ........................................................................................................ 8 1.1 PURPOSE ............................................................................................................................................................ 8 1.2 GEOTECHNICAL ENGINEERING ................................................................................................................................. 8 1.3 OVERVIEW OF THE GEOTECHNICAL SECTION .............................................................................................................. 8 1.4 MANUAL DESCRIPTION AND DEVELOPMENT .............................................................................................................. 9 2 GEOTECHNICAL PLANNING ....................................................................................................................... 11 2.1 PURPOSE, SCOPE, RESPONSIBILITY ........................................................................................................................ -
Probabilistic Analysis of Immersed Tunnel Settlement Using CPT and MASW
Probabilistic analysis of immersed tunnel settlement using CPT and MASW Bob van Amsterdam January 16, 2019 Version: Final report Probabilistic analysis of immersed tunnel settlement using CPT and MASW Bob van Amsterdam Thesis committee: Prof. Dr. ir. K.G. Gavin Geo-engineering TU Delft Assoc. prof. Dr. ir. W. Broere Geo-engineering TU Delft Ir. K.J. Reinders Hydraulic engineering TU Delft Dr. ir. C. Reale Geo-engineering TU Delft January 16, 2019 Abstract Settlement data of the Kiltunnel and the Heinenoordtunnel show that immersed tunnels in the Netherlands have been experiencing much larger settlement than expected when designing the tunnels causing cracks in the concrete and leakages in the joints. Settlements of 8 - 70 mm have been measured at the Kiltunnel and of 7 - 30 mm at the Heinenoordtunnel while settlements in the range of 0 - 1 mm were expected. Both sites are investigated through non-invasive geophysical site investigation method MASW (Multichannel Analysis of Surface Waves) for each 2.5 meter along the length of the tunnel and invasive site characterisation method CPT’s (Cone Penetration Tests). The settlement of immersed tunnels is similar to that of a shallow foundation. It can be modelled using the Mayne equation which uses the small strain shear stiffness and the degradation of secant stiffness based on the load compared to the ultimate bearing resistance. A way of characterising the site is determining the small strain stiffness directly from the shear wave velocity using the uncertainties in the relationship between shear wave velocity and cone penetration resistance and correlating the cone penetration resistance to this value. -
S41598-021-96384-7.Pdf
www.nature.com/scientificreports OPEN A mechanical insight into the triggering mechanism of frequently occurred landslides along the contact between loess and red clay Baoqin Lian1, Xingang Wang1*, Kai Liu1, Sheng Hu2 & Xiao Feng3 The triggering mechanism and movement evolution of loess-red clay landslides, which occurred frequently along the contact between the loess and red clay on the Loess Plateau, are closely related to the mechanical properties of the contact surface. This work presents an experimental investigation on loess, clay and loess-red clay interlaminar (LRCI) samples obtained from a typical loess-red clay landslide in northern part of Shaanxi province of China, using a series of ring shear tests, microscopic observation and scanning electron microscopy tests, in an attempt to explore the mechanical behavior of loess, clay and LRCI samples with variation in moisture content, normal stress and shear rate. The results revealed that for all specimens, both the peak shear strength τp and the residual shear strength τr decreased with increasing moisture content, among which, moisture content has the greatest infuence on the τp and τr of red clay, followed by the LRCI specimen, and the loess specimen is least afected by moisture content. Meanwhile, exponential functions describing the correlations between shear strength and moisture content of LRCI, red clay and loess specimens were proposed. Furthermore, the macroscopic morphological characteristics and the microstructure of shear surface obtained from the LRCI specimens showed that a localized water accumulation was built up within the shear surface as the water content increases to some extent, and a high degree of liquefaction developed within shear surface when the moisture content reached to the saturate degree. -
Geotechnical Investigations for Tunneling
Breakthroughs in Tunneling September 12, 2016 Geotechnical Site Investigations For Tunneling Greg Raines, PE Objective To develop a conceptual model adequate to estimate the range of ground conditions and behavior for excavation, support, and groundwater control. support Typical Phases of Subsurface Investigation Phase 1: Planning Phase – Desk Top Study/Review Phase 2: Preliminary/Feasibility Design – Initial Field Investigations Phase 3: Final Design – Additional/Follow-Up Field Investigations Final Phase: Construction – Continued characterization of site Typical Phases of Subsurface Investigation Phase 1: Planning Phase – Desk Top Study/Review Review: Geologic maps Previous reports/investigations Aerial photos Case histories Develop conceptual geologic/geotechnical model (cross sections), preliminarily identify technical constraints/issues for the project. Plan subsurface investigation program. Identify/Collect Available Geotechnical Data in the Project Area Bridge or control Information can include: structure • Geologic maps • Data from previous reports • Drill hole data • Preliminary mapping Compile available local data into a database for further evaluation. Roads or Residential Canals Area Geologic Profiles – Understand Geologic Setting and Collect Specific Data Bedrock Surface Elevation Maps Aerial Photo / LiDAR Interpretation Aerial Photo Diversion Tunnel Use digital imagery/LiDAR to map local features prior to field mapping. Dam LiDAR Field Geologic Mapping Field Geologic Mapping Structural Data Collection (faults, folds, -
Summarization and Comparison of Engineering Properties of Loess in the United States
Summarization and Comparison of Engineering Properties of Loess in the United States J. B. SHEELER, Associate Professor of Civil Engineering, Iowa State University •LARGE deposits of loess are found in many parts of the United States, but published values of the engineering properties of loess are relatively scarce. The data in this paper were gathered to indicate similarities and compare the properties of loess from one area with another. Loess is composed primarily of rather loosely arranged angular grains of sand, silt, and clay. Silt is usually the dominant size. Calcite is also generally present in amounts ranging from zero to more than 10 percent of the total soil.. The aeolian hypothesis of loess deposition is compatible with the physical charac teristics of undisturbed loess masses. This hypothesis states that fine-grained ma terial was transported, sorted, and redeposited by wind action and thus became loess. During deposition, moisture and clay minerals are believed responsible for cementing the coarser grains together to form a loose structure. The loess is therefore subject to loss of shear strength due to water softening the clay bonds and to severe consolida tion caused by a combination of loading and moisture. Loess is usually thought of as an aeolian material that was deposited thousands of years ago and has remained in place since the time of deposition. Loess that has been eroded and redeposited is often referred to as redeposited loess, reworked loess or more simply as a silt deposit. This implies that the word loess indicates an aeolian soil, undisturbed since deposition. Certain engineering properties of loess, such as shear strength, are quite drastically changed by erosion and redeposition. -
Liquid Silts - Their Occurrence and Distribution in Loess Robert Odell Lamb Iowa State University
Iowa State University Capstones, Theses and Retrospective Theses and Dissertations Dissertations 1985 Liquid silts - their occurrence and distribution in loess Robert Odell Lamb Iowa State University Follow this and additional works at: https://lib.dr.iastate.edu/rtd Part of the Civil Engineering Commons Recommended Citation Lamb, Robert Odell, "Liquid silts - their occurrence and distribution in loess " (1985). Retrospective Theses and Dissertations. 7866. https://lib.dr.iastate.edu/rtd/7866 This Dissertation is brought to you for free and open access by the Iowa State University Capstones, Theses and Dissertations at Iowa State University Digital Repository. It has been accepted for inclusion in Retrospective Theses and Dissertations by an authorized administrator of Iowa State University Digital Repository. For more information, please contact [email protected]. INFORMATION TO USERS This reproduction was made from a copy of a document sent to us for microfilming. While the most advanced technology has been used to photograph and reproduce this document, the quality of the reproduction is heavily dependent upon the quality of the material submitted. The following explanation of techniques is provided to help clarify markings or notations which may appear on this reproduction. 1.The sign or "target" for pages apparently lacking from the document photographed is "Missing Page(s)". If it was possible to obtain the missing page(s) or section, they are spliced into the film along with adjacent pages. This may have necessitated cutting through an image and duplicating adjacent pages to assure complete continuity. 2. When an image on the film is obliterated with a round black mark, it is an indication of either blurred copy because of movement during exposure, duplicate copy, or copyrighted materials that should not have been filmed.