Mackays to Peka Peka Expressway ■ Tauroa Subdivision
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DRILLED SHAFT FOUNDATION DEFECTS Identification, Imaging, and Characterization
DRILLED SHAFT FOUNDATION DEFECTS Identification, Imaging, and Characterization Publication No. FHWA-CFL/TD-05-007 October 2005 Tube 1 Tube 2 Tube 3 Anomaly CSL GDL IDENTIFICATION (Verification) <4,000 psi CSLT STRENGTH IMAGING (Definition) CHARACTERIZATION Central Federal Lands Highway Division 12300 West Dakota Avenue Lakewood, CO 80228 Technical Report Documentation Page 1. Report No. 2. Government Accession No 3. Recipient’s Catalog No FHWA-CFL/TD-05-003 4. Title and Subtitle 5. Report Date Defects in Drilled Shaft Foundations: March 2005 Identification, Imaging, and Characterization 6. Performing Organization Code 7. Authors 8. Performing Organization Report No. Frank Jalinoos, MS Geophysics – Principal Investigator (PI); 3755FHA Natasa Mekic, MS Geophysics; Robert E. Grimm, Ph.D., Geophysics; Kanaan Hanna, MS, Mining Engineering 9. Performing Organization Name and Address 10. Work Unit No. Blackhawk, a division of ZAPATA ENGINEERING 301 Commercial Road, Suite B 11. Contract or Grant No. Golden, Colorado 80401 DTFH68-03-P-00116 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Federal Highway Administration Final Report, May 2003-March 2005 Central Federal Lands Highway Division 14. Sponsoring Agency Code 12300 West Dakota Avenue HFTS-16.4 Lakewood, Colorado 80228 15. Supplementary Notes COTR: Khamis Haramy, FHWA-CFLHD. Advisory Panel: Scott Anderson, FHWA-FLH and Roger Surdahl FHWA- CFLHD. This project was funded under the Federal Lands Highway Technology Deployment Initiatives and Partnership Program (TDIPP.) -
NDT Diagnosis of Drilled Shaft Foundations
NDT Diagnosis of Drilled Shaft Foundations by Larry D. Olson, P.E., Principal Engineer Olson Engineering, Inc. 5191 Ward Road, Suite 1 Wheat Ridge, Colorado 80033-1905 Tel: 303/423-1212 Fax: 303/423-6071 E-Mail: [email protected] Marwan F. Aouad, Ph.D., Project Manager Olson Engineering, Inc. 5191 Ward Road, Suite 1 Wheat Ridge, Colorado 80033-1905 Tel: 303/423-1212 Fax: 303/423-6071 E-Mail: [email protected] and Dennis A. Sack, Project Manager Olson Engineering, Inc. 5191 Ward Road, Suite 1 Wheat Ridge, Colorado 80033-1905 Tel: 303/423-1212 Fax: 303/423-6071 E-Mail: [email protected] A paper prepared for presentation at the 1998 Annual Meeting of the Transportation Research Board and for publication in the Transportation Research Record Olson, Aouad and Sack Page 1 ABSTRACT Number of words = 6590 (including 250 words for each figure) Nondestructive methods based on propagation of sonic and ultrasonic waves are increasingly being used in the United States and internationally for forensic investigations of existing structures and for quality assurance of new construction. Of particular interest is the quality assurance of newly constructed drilled shaft foundations. A large number of State Departments of Transportation specify NDT testing of drilled shaft foundations, particularly for shafts drilled and placed under “wet” construction conditions. For quality assurance of drilled shaft foundations of bridges, the Crosshole Sonic Logging (CSL) and Sonic Echo/Impulse Response (SE/IR) methods are routinely used. The CSL method requires access tubes to be installed in the shaft prior to concrete placement. SE/IR measurements require that the top of the shaft be accessible after concrete placement. -
GEO STRATA MARCH/APRIL 2010.Indd
Plus… Geo-Strata: A Decade of Delivery March/April 2010 Levees At Risk We build the barriers that keep clean water clean. Grout Curtain, McCook Reservoir Stage I Chicago, IL The support you need to protect your vital resources. The McCook Reservoir will store the wastewater overflow that would otherwise threaten the City of Chicago’s drinking water. To create a seal in the fractured limestone around the reservoir, Nicholson constructed a grout curtain using its computerized GROUT I.T. system which measures, records and graphically displays grouting parameters in real time. At Nicholson Construction Company, we specialize in deep foundations, earth retention, ground treatment and ground improvement techniques that help you achieve your project 1-800-388-2340 goals. Nicholson...the support you need. nicholsonconstruction.com DEEP FOUNDATIONS EARTH RETENTION GROUND TREATMENT GROUND IMPROVEMENT Micropiles • Caissons • Driven/Drilled Piles • Augercast Piles Tiebacks • Excavation and Drainage • Sheet Piling Rock / Soil Nailing • Grouting • Bridges and Complex Structures Concrete Foundations • Lock and Dam Construction Steel Erection • Demolition/Brownfields Redevelopment 1000 John Roebling Way • Saxonburg, PA 16056 Office: 724-443-1533 • Fax: 724-443-8733 www.braymanconstruction.com Features May/June 2008 January/February 2007 VOLUME 14 l ISSUE 2 Geo-Strata 19 Geo-Strata: A Decade of Delivery By James L. Withiam, Ph.D., P.E., D.GE, M.ASCE and Linda R. Bayer, IOM FIGURE 3 Hurricanes: Geotechnical Condition Assessments Lessons Learned Excavation sites based EM3 anomalies. The broad low-weak 24 What’s In Your Levee? 19 anomalies are associated with beaver dens, and the high- By Mara Johnson, Ph.D., and Louise Pellerin, Ph.D. -
Shofana Elfa Hidayah Nim 161910301059
DigitalDigital RepositoryRepository UniversitasUniversitas JemberJember EVALUASI DAYA DUKUNG PONDASI BORED PILE DENGAN STATIC LOADING TEST DAN CROSSHOLE SONIC LOGGING (CSL) PADA PROYEK TRANS ICON SURABAYA SKRIPSI OLEH: SHOFANA ELFA HIDAYAH NIM 161910301059 PROGRAM STUDI STRATA 1 TEKNIK SIPIL JURUSAN TEKNIK SIPIL FAKULTAS TEKNIK UNIVERSITAS JEMBER 2020 i DigitalDigital RepositoryRepository UniversitasUniversitas JemberJember EVALUASI DAYA DUKUNG PONDASI BORED PILE DENGAN STATIC LOADING TEST DAN CROSSHOLE SONIC LOGGING (CSL) PADA PROYEK TRANS ICON SURABAYA SKRIPSI Diajukan guna melengkapi tugas akhir dan memenuhi salah satu syarat untuk menyelesaikan Program Studi Strata 1 Teknik Sipil dan mencapai gelar Sarjana Teknik Oleh : SHOFANA ELFA HIDAYAH NIM 161910301059 PROGRAM STUDI STRATA 1 TEKNIK SIPIL JURUSAN TEKNIK SIPIL FAKULTAS TEKNIK UNIVERSITAS JEMBER 2020 ii DigitalDigital RepositoryRepository UniversitasUniversitas JemberJember PERSEMBAHAN Skripsi ini saya persembahkan untuk : 1. Ayah dan Alm. Ibu saya yang telah memberi doa, semangat, dan materi yang tiada henti sejak saya lahir hingga saat ini. 2. Adik saya, Alfath Luthfiansyah Abror yang menjadi sumber motivasi saya untuk berbuat lebih banyak lagi sehingga dapat memudahkan jalannya kelak di masa yang akan datang. 3. Mas Riantri Hidayat yang telah menemani dan selalu membantu saya saat proses pengerjaan tugas akhir ini. Semoga selalu dipermudah jalanmu kedepannya dan semua yang menjadi cita –cita kita dapat terwujud. 4. Dosen pembimbing saya, Ibu Indra Nurtjahjaningtyas, S.T., M.T, dan Bapak Luthfi Amri Wicaksono, S.T., M.T yang selalu membimbing serta mengarahkan saya dalam pengerjaan tugas akhir ini. 5. Dosen Pembimbing Akademik saya, Bapak Dr. Gusfan Halik M.T yang telah memberikan masukan – masukan dari semester 1 hingga saat ini. 6. Sahabat –sahabat serta keluarga besar saya, Surgacorp, Biji Besi 2016, dan semua yang tidak bisa saya sebutkan satu persatu terimakasih sudah memberikan semangat, ilmu, waktu, dan doa. -
ISSMGE Bulletin
ISSMGE Bulletin Volume 7, Issue 6 December 2013 International Society for Soil Mechanics and Geotechnical Engineering If the quality of the distributed file is not satisfactory for you, please access ISSMGE website and download a better one. www.issmge.org I NSIDE T HIS I SSUE 1 R Frank President Message 4 Report ICSMGE Paris 9 Report on iYGEC MESSAGE FROM THE NEW ISSMGE PRESIDENT 12 Nash Medal 14 Foundation Report 42 DVD for the Special Issue Prof. Dr.-Ing. Roger Frank 44 Hungarian Society Books 46 Transportation Journal Dear Members of ISSMGE, NEWS ON RECENT Dear Colleagues, CONFERENCES 47 5th KGS-JGS It is a great honour and privilege 48 Geosynthetic Belogna for me to have been elected by the 52 Chinese Taipei Member Societies of ISSMGE as your 59 Auckland President for the 4-year term from 61 ISAFE Singapore 2013 to 2017. The election took place during the Council meeting, UPCOMING CONFERENCES just before the opening of the 18th 66 Offshore Geotech ISFOG International Conference on Soils 67 Poppi Course Mechanics and Geotechnical OTHERS Engineering (18 ICSMGE) in Paris, 2- 68 Briaud Book 6 September 2013. 69 Event Diary 76 Corporate Associates Before updating you with the 80 Foundation Donors various matters which might be of 82 ISSMGE’s International interest to you, I would like to acknowledge the great work and achievements of Journal of Geoengineering my two predecessors, President Pedro Sêco e Pinto and President Jean-Louis Case Histories Briaud. I was a member of the Board during their two mandates and it was a real pleasure to work under their leadership, with the efficient assistance of our TECHNICAL ARTICLE Secretary General Neil Taylor. -
October 11, 2016 Order No.: K19 Project
DEPARTMENT OF TRANSPORTATION 1401 EAST BROAD STREET RICHMOND, VIRGINIA 23219-2000 Charles A. Kilpatrick, P.E. Commissioner October 11, 2016 Order No.: K19 Project: (NFO)8102-029-065,B627,B628,B629,C501 FHWA: STP-5A01 (717) District: Northern Virginia County: Fairfax Route: Various Bids: October 26, 2016 To Holders of Bid Proposals: Please make the following changes in your copy of the bid proposal for the captioned project: BID PROPOSAL Substitute Form C21B as it has been revised. Substitute Form C21C as it has been revised. Substitute Form C-7 as it has been revised to Sheet 1 of 33. Substitute pages 2 through 32 as those pages have been revised and due to renumbering. Add page 33 as that page has been added and due to renumbering. Substitute DMI as it has been revised. Substitute page 2 of the Table of Contents for Provisions as Special Provision SEC. 406- Reinforcing Steel Dated: R-7-12-16_(SP) has been deleted. Special Provision Section 605 Planting Dated: 8-20-15 has been deleted. Special Provision Section 703 - Traffic Signals Dated: 2-11-16 has been deleted. Special Provision Drilled Shafts Dated: 3-9-16 has been deleted. Special Provision Copied Note Sec. 505.03-Procedures (Guardrail & Attenuator ID) Dated: R-7- 12-16_(SPCN) has been added. Special Provision Copied Note Sec. 512-Maintaining Traffic (ID Stamp/Engrave G’rail/Atten) Dated: R-7-12-16_(SPCN) has been added. Special Provision Copied Note Section 512.03 (j).Traffic Signals Dated: 10-12-16 (SPCN) has been added. Special Provision Copied Note Section 700.06 – Measurement and Payment Dated: 9-29-16 (SPCN) has been added. -
Geotechnical Stability Analysis
Sloan, S. W. (2013). Ge´otechnique 63, No. 7, 531–572 [http://dx.doi.org/10.1680/geot.12.RL.001] Geotechnical stability analysis S. W. SLOANÃ This paper describes recent advances in stability analysis that combine the limit theorems of classical plasticity with finite elements to give rigorous upper and lower bounds on the failure load. These methods, known as finite-element limit analysis, do not require assumptions to be made about the mode of failure, and use only simple strength parameters that are familiar to geotechnical engineers. The bounding properties of the solutions are invaluable in practice, and enable accurate limit loads to be obtained through the use of an exact error estimate and automatic adaptive meshing procedures. The methods are very general, and can deal with heterogeneous soil profiles, anisotropic strength characteristics, fissured soils, discontinuities, complicated boundary conditions, and complex loading in both two and three dimensions. A new development, which incorporates pore water pressures in finite-element limit analysis, is also described. Following a brief outline of the new techniques, stability solutions are given for several practical problems, including foundations, anchors, slopes, excavations and tunnels. KEYWORDS: anchors; bearing capacity; excavation; numerical modelling; plasticity; slopes; tunnels STABILITY ANALYSIS Limit equilibrium In geotechnical engineering, stability analysis is used to Limit equilibrium is the oldest method for performing predict the maximum load that can be supported by a stability analysis, and was first applied in a geotechnical geostructure without inducing failure. This ultimate load, setting by Coulomb (1773). In its most basic form, this which is also known as the limit or collapse load, can be approach presupposes a failure mechanism, and implicitly used to determine the allowable working load by dividing it assumes that the stresses on the failure planes are limited by by a predetermined factor of safety. -
FHWA Ground Modificaion Lesson 0
DRILLED SHAFT CONSTRUCTION POLICY CHANGES 50 YEARS OF FHWA GEOTECH!! Formed in 1968 as a small group of experts placed in regional offices to address a number of slide related issues during interstate construction Rock Slides Degradable Shales Failing Soil Embankments Focus during early years primarily on earthworks, and “expertise” among that group was variable Primary role –Technical assistance 50 YEARS OF FHWA GEOTECH!! In the mid-1980’s, the geotechnical group was moved from construction and maintenance division to the bridge division Geotechnical function evolved to support different highway design functions Coincided with early significant research efforts, including: Allowable stress on piles Group behavior Static analysis really didn’t exist in practice to date, and structural engineers performed most foundation design SIGNIFICANT IMPACTS ON GEOTECHNICAL PRACTICE Dynamic Testing for Driven Piles Introduction of MSE to the United States Widespread Use of Ground Improvement Techniques Guidance Manual and Training Development Geotechnical Monitoring and Risk Management Impact of Geosynthetics Evolution of Design Platforms Software Development Innovative Contracting for Project Delivery FHWA GEOTECHNICAL PROGRAM Policy & Guidance Training & Research Technical Deployment FHWA STRATEGIC PLANNING Strategic Planning/Roadmap In alignment with Agency Strategic Planning Roadmap informs the annual Geotechnical Spending Plan for FHWA Roadmap is reviewed and updated on an annual basis Roadmap is informed through feedback -
1 SAMPLE SPECIFICATION for CROSSHOLE SONIC LOGGING
SAMPLE SPECIFICATION for CROSSHOLE SONIC LOGGING (CSL) September 2015 Note: This sample specification contains recommended or typical quantities in parenthesis, in the format (quantity); the specifying Engineers can adapt these quantities for their particular construction projects. Contractual items are minimized since each agency has its own preferences and procedures. Method overview of Crosshole Sonic Logging (CSL). By sending ultrasonic pulses through concrete from one probe to another (probes located in parallel tubes), the CSL procedure inspects the drilled shaft structural integrity of the concrete between the tubes, and extent and location of defects, if any. Both the time between pulse generation and signal reception (“First Arrival Time” or “FAT”) and the strength of the received signal give a relative measure of the quality of concrete between transmitter and receiver. Dividing the distance between transmitter and receiver by the FAT value yields the approximate concrete wave speed which also is a relative indicator of concrete quality. For equidistant tubes, uniform concrete between the test tubes yields consistent arrival times with reasonable pulse wave speed and good signal strengths. Non-uniformities such as contaminated or soft concrete, honeycombing, voids and inclusions exhibit delayed arrival times with reduced signal strength. CSL procedures are standardized by ASTM 6760, Standard Test Method for Integrity Testing of Concrete Deep Foundations by Ultrasonic Crosshole Testing. Standards are also available in many other countries. (a) Personnel requirements for CSL. (1) Qualifications of CSL Consultant. The CSL Consultant shall have a licensed professional engineer supervising the testing and interpretation of results. The CSL Consultant shall be an independent testing agency with at least (3) years experience in CSL testing. -
Downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE)
INTERNATIONAL SOCIETY FOR SOIL MECHANICS AND GEOTECHNICAL ENGINEERING This paper was downloaded from the Online Library of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE). The library is available here: https://www.issmge.org/publications/online-library This is an open-access database that archives thousands of papers published under the Auspices of the ISSMGE and maintained by the Innovation and Development Committee of ISSMGE. Modelling and testing Modélisation et expérimentation David Muir Wood School of Science, Engineering, University of Dundee, United Kingdom, [email protected] ABSTRACT: All soil testing is performed in the context of an implicitly or explicitly assumed (constitutive) model for the soil. The interface between modelling and testing is challenged by deficiencies of the testing and by deficiencies of the model. Many testing configurations lead to inadvertent or inevitable inhomogeneity, so that a soil samples behaves as a system and not a single element. But models are appropriate simplifications of reality and are inevitably deficient. The more severe the deficiency the harder it becomes to calibrate the model against experimental data. Even for more elaborate models, the conjectures on which they are based are rarely subjected to testing regimes which deliberately set out to refute those conjectures. No matter how extensive our testing of a model against laboratory data, a subsequent application will certainly take it into an unknown region in which it is to be hoped that no unintended instabilities will appear. RÉSUMÉ : Tous les essais de mécanique de sols sont effectués dans un contexte d’existence d'un modèle du sol implicitement ou explicitement supposé. -
PLASTICITY and GEOTECHNICS Advances in Mechanics and Mathematics
PLASTICITY AND GEOTECHNICS Advances in Mechanics and Mathematics VOLUME 13 Series Editors: David Y. Gao Virginia Polytechnic Institute and State University, U.S.A. Ray W. Ogden University of Glasgow, U.K. Advisory Editors: I. Ekeland University of British Columbia, Canada S. Liao Shanghai Jiao Tung University, P.R. China K.R. Rajagopal Texas A&M University, U.S.A. T. Ratiu Ecole Polytechnique, Switzerland David J. Steigmann University of California, Berkeley, U.S.A. W. Yang Tsinghua University, P.R. China PLASTICITY AND GEOTECHNICS By HAI-SUI YU University of Nottingham, UK Sprin ger Library of Congress Control Number: 2006928849 ISBN-10: 0-387-33597-8 e-ISBN: 0-387-33599-4 ISBN-13: 978-0-387-33597-1 Printed on acid-free paper. AMS Subject Classifications: 74-xx, 65-xx, 70-xx © 2006 Springer Science-fBusiness Media, LLC All rights reserved. This work may not be translated or copied in whole or in part without the written permission of the publisher (Springer Science-HBusiness Media, LLC, 233 Spring Street, New York, NY 10013, USA), except for brief excerpts in connection with reviews or scholarly analysis. Use in connection with any form of information storage and retrieval, electronic adaptation, computer software, or by similar or dissimilar methodology now known or hereafter developed is forbidden. The use in this publication of trade names, trademarks, service marks, and similar terms, even if they are not identified as such, is not to be taken as an expression of opinion as to whether or not they are subject to proprietary rights. Printed in the United States of America. -
Geotechnical and Environmental Research Group Forms Part
Department of Engineering Earthquake Engineering Geoenvironmental Engineering Geotechnical and Ground Improvement Environmental Waste and Sustainable Products Research Group Soil Mechanics Slopes and Landslides Year Book 2006 Foundations and Pipelines Underground Construction generation 2D actuator capable of conducting The Geotechnical and complex construction and testing sequences in flight. We are indebted to the Department’s Senior Design Environmental Engineer, Neil Houghton, for designing and interfacing these new facilities, to Stuart Haigh for overall Research Group project management and commissioning, and to Steve Chandler and his team of technicians – John Chandler, Chris McGinnie, Kristian Pether, Tom The Geotechnical and Environmental Research Johnston and Frank Sixsmith – for carrying out the Group is home to eight academic staff, a senior work on site. technical officer, a computer officer, seven technicians, three administrative staff, five post In parallel with our small-scale modelling, we are graduate researchers and 41 graduate students. The exploring new areas of research to improve interests of the group are wide, encompassing techniques of field monitoring. We are collaborating construction processes; infrastructure; environmental with contractors and infrastructure owners to engineering; earthquakes; and the fundamental develop new field measurement technologies. These mechanics of soils. Since its formation more than 50 aim to provide better control and monitoring of years ago the Group has produced over 180 PhDs. urban construction. Field monitoring with new BOTDR optical fibre technology has been undertaken The Group has extensive facilities for laboratory on a number of piling projects, on major tunnelling testing, centrifuge modelling, and numerical analysis. projects in London and Singapore, and for slope We operate both on the main Engineering stability and soil anchors.