Cone Penetration Testing, Las Vegas, Nevada, USA - 2014
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Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Index Properties
06 Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Index properties Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Review Clay particle-water interaction Identification of clay minerals Sedimentation analysis Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay 20 - 40 Hydrometer analysis 0.995 130 - 150 Hydrometer is a device which is used to measure the specific 1.030 gravity of liquids. 10 - 20 4.7 φ 50 60 29 -31 φ (All dimensions 50 are in mm) Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Hydrometer Analysis -For a soil suspension, the particles start settling down right from the start, and hence the unit weight of soil suspension varies from top to bottom. Measurement of specific gravity of a soil suspension (Hydrometer) at a known depth at a particular time provides a point on the GSD. Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Process of Sedimentation of Dispersed Specimen W VW w 1 V S WS VS = Ws/(Gsγw) Vw = [1 -Ws/(Gsγw)] γ γ Initial unit weight of a i = [Ws+ wVw]/1 unit volume of suspension γi = [γw + Ws(Gs-1)/(Gs)] Prof. B V S Viswanadham, Department of Civil Engineering, IIT Bombay Process of Sedimentation of Dispersed Specimen Size d of the particles which have settled from the surface z dz through depth z in time t X X d (From Stroke’s Law): 18µ z d = (Gs −1)γ w td Note: Above the level X – X, no particle of size > d will be present. -
Earthquake Ground Motions at Soft Soil Sites
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances 1991 - Second International Conference on in Geotechnical Earthquake Engineering and Recent Advances in Geotechnical Earthquake Soil Dynamics Engineering & Soil Dynamics 13 Mar 1991, 4:30 pm - 5:00 pm Earthquake Ground Motions at Soft Soil Sites I. M. Idriss University of California, Davis, CA Follow this and additional works at: https://scholarsmine.mst.edu/icrageesd Part of the Geotechnical Engineering Commons Recommended Citation Idriss, I. M., "Earthquake Ground Motions at Soft Soil Sites" (1991). International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. 3. https://scholarsmine.mst.edu/icrageesd/02icrageesd/session12/3 This work is licensed under a Creative Commons Attribution-Noncommercial-No Derivative Works 4.0 License. This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. Proceedings: Second International Conference on Recent Advances In Geotechnical Earthquake Engineering and Soli Dynamics, March 11-15, 1991 St. Louis, Missouri, lnvHed Paper LP01 Earthquake Ground Motions at Soft Soil Sites I. M. ldriss Department of Civil Engineering, University of California, Davis, USA development of evaluation and design methods that revolutionized INTRODUCTORY REMARKS many aspects of engineering practice and thinking. One area of research that Professor H. -
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. -
Nov-Dec Geo 2014 Final Sean.Indd
32 Geotechnical 38 Sinkhole Investigation 44 KarstIC FOUNDATION 50 Karst-Related Design over Karst and Grouting VARIABILITY Sinkholes NOVEMBER // DECEMBER 2014 INSIDE: INTERNATIONAL FOUNDATIONS CONGRESS AND EQUIPMENT EXPO INTERNATIONAL CONFERENCE PREVIEW PROGRAM FOUNDATIONSIFCEE 2015 CONFERENCE PREVIEW CONGRESS & EQUIPMENT March 17-21, 2015 JW Marriott San Antonio Hill Country Resort & Spa EXPO San Antonio, Texas, U.S.A. 10/22/14 11:40 AM IFCEE_Preview_Geostrata.indd 1 Karst AND Sinkholes DETECTION, REMEDIES, AND LEGAL CONSEQUENCES Proudly published by the Geo-Institute of ASCE GEOPIER IS GROUND IMPROVEMENT.™ Work with engineers worldwide to solve your ground improvement challenges. THE GEOPIER SRT SYSTEM: LOW-IMPACT SLOPE STABILITY WE HELP YOU FIX BAD GROUND. An existing slope along the high occupancy travel lanes of the I-495 Capital Beltway in Fairfax, Virginia had an For more information call 800-371-7470, unacceptable factor of safety against sliding. The slope was e-mail [email protected] or visit geopier.com. a perfect application for the Geopier SRT system. SRT is a slope reinforcement technology that uses rigid steel Plate Pile™ elements to stabilize shallow failing slopes or reinforce marginally stable slopes. The use of small, mobile equipment allowed for the work to be performed directly on the slope with no interruption of traffic. This project demonstrated that the SRT system can successfully be installed along roadways with difficult access, while decreasing construction time and earthwork operations. ©2014 Geopier Foundation Company, Inc. The Geopier® technology and brand names are protected under U.S. patents and trademarks listed at www.geopier.com/patents and other trademark applications and patents pending. -
ISSMGE Bulletin
ISSMGE Bulletin Volume 3, Issue 4 December 2009 International Society for Soil Mechanics and Geotechnical Engineering www.issmge.org A Message from the President I NSIDE T HIS I SSUE 90 Day Progress Report 1 A Message from the President By Jean‐Louis Briaud [email protected] 5 Views of Young Geotechnical Dear Colleagues, Engineers You elected me approximately 90 days ago and I can assure you that it was one of the major highlights of my professional 8 Reminiscences career. I appreciated the large number of congratulatory emails, letters, and phone calls that I received. I tried to answer every 11 Case History one of them but may have missed a few. I also appreciated the photos that you sent me of the conference as I was so busy that 19 TC Activity I did not have time to take any pictures or even go see the Pyramids. But our hosts, led by Mamdouh Hamza, deserve so much credit for all the work they did and the great success of 22 News the Alexandria Conference. I enjoyed myself thoroughly. 30 Announcement As soon as I was elected I started to work and this is a short report on the progress I have made over the last 90 days with Editorial Remarks 32 the help of the ISSMGE Board, the Secretary General, and many of you as well. This first effort is part of my broader vision for the Event Diary 33 next four years which you can find on my web site in a few languages (https://ceprofs.civil.tamu.edu/briaud/). -
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. -
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, -
San Bernardino & Riverside Counties Branch Los
SAN BERNARDINO & RIVERSIDE COUNTIES BRANCH LOS ANGELES SECTION , REGION 9-SINCE 1953 PRESIDENTS MESSAGE September 2012 The 2011-2012 fiscal year of the branch is coming to an end, and I would like to take this opportunity with my last president message to thank each board member for their dedication, hard work and commitment to the San Bernardino and Riverside Counties Branch. We had an excellent year and it would not have been possible without their help. Although there have been many challenges, there have been even more wonderful memories made during my journey as president that will always hold a special place in my heart. We’ve had many successful events this past year such as lunches with great speakers, our tour to the American Asphalt Company, Engineering Week, and the golf event to name a few. I sincerely hope that all of you enjoyed these events that we prepared for you. I also want to encourage all NEWSLETTER of you to voice your opinion. Let the new Board members know which events worked the best and even share some topics or ideas that you may have for a lunch meeting. This is the time to do it, as they will be happy to incorporate any feedback that you have. With your input, I am confident that next year will be just as successful as this past year has been. Finally, I would like to say that it has been an honor and a pleasure to serve you as the 2011- 2012 branch President and I want to thank all the members for their continued support and com- mitment to the San Bernardino and Riverside counties Branch. -
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Memorial Tributes: Volume 5 HARRY BOLTON SEED 246 Copyright National Academy of Sciences. All rights reserved. Memorial Tributes: Volume 5 HARRY BOLTON SEED 247 Harry Bolton Seed 1922–1989 By James K. Mitchell Harry Bolton Seed was born in Bolton, England, on August 19, 1922. He studied at King's College, London University, receiving the B.Sc. in civil engineering in 1944 and the Ph.D. in structural engineering in 1947. Following two years as assistant lecturer at King's, he came to the United States to study soil mechanics at Harvard University under the tutelage of Karl Terzaghi and Arthur Casagrande. He received the S.M. from Harvard in 1948 and spent the next year as an instructor. This was followed by a year as a foundation engineer for Thomas Worcester, Incorporated, in Boston. In 1950 Professor Seed joined the civil engineering faculty at the University of California, where he spent the remainder of his career as an engineering educator, researcher in geotechnical. engineering, and consultant to numerous companies and government agencies. He built the program in geotechnical engineering at Berkeley into one of the largest and best in the world. A major factor in this development was his bringing colleagues together from different areas of geotechnical engineering, including geological engineering and rock mechanics, as well as soil mechanics and foundation engineering. He served as chairman of the Civil Engineering Department from 1965 to 1971, a period during which it rose to number one ranking in the United States for the quality of its graduate programs. Professor Seed had an enormous impact on every area of Copyright National Academy of Sciences. -
Iuinwnmiihumi
1 iuinwnmiihumi A II S A I INFLUENCIAE ALAS CONDICIONES LOCALES 'DEL SUELO ÉkN''MOVIMIENTOS DEL TERRENO ;,* EN, DAÑOSaA EDIFICIOSDURANTE SISMOS HARRY BOLTON SEED OCTAVA CONFERENCIA NABOR CARRILLO Presentada en la Sociedad Mexicana de Mecánica de Suelos en la XIII Reunión Nacional, Mazatlán, Sinaloa, México México, Noviembre 22, 1986 HARRY BOLTON SEED 1;._. : i . 13 13' 16 r Or TECA yEEpW flEOW{RDO Sa Copyright, México, 1990 SOCIEDAD MEXICANA DE MECANICA DE SUELOS, A.C. Valle de Bravo No. 19, Col. Vergel de Coyoacán 14340 México, D.F., MEXICO Los derechos de autor fueron generosamente cedidos a la SMMS por el Profesor H. Bolton Seed. Presidente del Comité Organizador: Juan Jacobo Schmitter Traducción de la versión en Español: Por personal de la Secretaría de Comunicaciones y Transportes bajo la dirección de Alfonso Rico Rodríguez. Revisión y corrección de estilo: Raúl Esquivel Díaz DibujoyMontaje:PersonaldelaSubdirecciónGeneralde Conducciones y Captaciones SARH y Everardo Fuentes de la Rosa Mecanografía: Yolanda Briseño Almaraz Edición: Juan Jacobo Schmitter y Francisco González Valencia Impreso en México. Prohibida su repoducción por cualquier medio sin previa autorización por escrito de la SMMS. Lasopinionesydatospresentadossondelaexclusiva responsabilidaddelautor.La SMMS noasume ninguna responsabilidad por las opiniones y declaraciones contenidas en esta publicación. pt b. ti r.;4. 2318 I N D I C E TRIBUTO A HARRY BOLTON SEED. Miguel P. Romo Organista VII PRESENTACION DEL CONFERENCISTA Juan J. Schmitter IX CURRICULUM VITAE DEL CONFERENCISTA XI CONFERENCIA "Influencia de las Condiciones Locales del Suelo en MovimientQs delTerreno y en Dar?os a Edificios Durante Sismos" 1 SESION DE PREGUNTAS Y RESPUESTAS 17 3 BASES DE LA CONFERENCIA NABOR CARRILLO 18 8 V TRIBUTO A HARRY BOLTON SEED por Miguel P.