Pile Capacity Predictions Using Static and Dynamic Load Testing
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Application of Geodetic Measuring Methods for Reliable Evaluation of Static Load Test Results of Foundation Piles
remote sensing Article Application of Geodetic Measuring Methods for Reliable Evaluation of Static Load Test Results of Foundation Piles Zbigniew Muszy ´nski 1,* and Jarosław Rybak 2 1 Faculty of Geoengineering, Mining and Geology, Wrocław University of Science and Technology, 50-370 Wrocław, Poland 2 Faculty of Civil Engineering, Wrocław University of Science and Technology, 50-370 Wrocław, Poland; [email protected] * Correspondence: [email protected] Abstract: Geodetic measuring methods are widely used in the course of various geotechnical works. The main purpose is usually related to the location in space, geometrical dimensions, settlements, deflections, and other forms of displacements and their consequences. This study focuses on the application of selected surveying methods in static load tests (SLTs) of foundation piles. Basic aspects of the SLT are presented in the introductory section, together with the explanation of the authors’ motivation behind the novel (but already sufficiently tested) application of remote methods introduced to confirm, through inverse analysis, the load applied to the pile head under testing at every stage of its loading. Materials and methods are described in the second section in order to provide basic information on the test site and principles of the SLT method applied. The case study shows the methodology of displacement control in the particular test, which is described in light of a Citation: Muszy´nski,Z.; Rybak, J. presented review of geodetic techniques for displacement control, especially terrestrial laser scanning Application of Geodetic Measuring and robotic tacheometry. The geotechnical testing procedure, which is of secondary importance for Methods for Reliable Evaluation of the current study, is also introduced in order to emphasize the versatility of the proposed method. -
Engineering Bulletin 07-009
To: New York State Department of EB Transportation ENGINEERING 07-009 BULLETIN Expires one year after issue unless replaced sooner Title: HIGHWAY DESIGN MANUAL (HDM) REVISION NO. 52 CHAPTER 9 - SOILS, WALLS, AND FOUNDATIONS CHAPTER 20.00 –CANTILEVER AND GRAVITY WALLS Distribution: Approved: Manufacturers (18) Surveyors (33) Local Govt. (31) Consultants (34) Agencies (32) Contractors (39) /s/Daniel D’Angelo________________ 3/2/07____ ____________( ) Daniel D’Angelo, P.E. Date Deputy Chief Engineer, Design ADMINISTRATIVE INFORMATION: Effective Date: This Engineering Bulletin (EB) is effective upon signature. Superseded Issuance(s): No Engineering Instructions or EBs are superseded by this EB. PURPOSE: To announce the availability of Revision No. 52 to the HDM and to rescind HDM Chapter 20.00 –Cantilever and Gravity Walls. TECHNICAL INFORMATION: Chapter 9. HDM users should replace their entire existing Chapter 9 dated June 7, 1995, and revised July 9, 2004, with the updated version dated March 2, 2007. Chapter 9 has been revised to clarify, update, and add material. Although the entire chapter is being issued, not all material has been revised. Noteworthy changes are as follows: . Section 9.3 “Soil and Foundation Considerations” was expanded to include the following: “Embankment Foundation.” This subsection combines previous subsections including “Unsuitable Material” and “Unstable Material.” “Water Quality.” This subsection replaces the previous “Erosion and Sedimentation” subsection. “Excavation Protection and Support.” This subsection replaces the previous “Trench, Culvert, and Structure Excavation” subsection. “Controlled Low-Strength Material (CLSM).” This is a new subsection. “Contract Information” was moved from Section 9.4 to Section 9.7 and Section 9.4 is retitled “Retaining Walls and Reinforced Soil Slopes and Walls.” This section incorporates the former HDM Chapter 20.00 “Cantilever and Gravity Walls.” . -
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. Section 3B Fondations sur pieux Piled Foundations Sujets de discussion : Détermination de la force portante d’une fondation à partir des indications des pénétromètres. Influence du groupement des pieux sur la force portante et le tassement. Subjects for discussion : Determination of the bearing capacity of a foundation from penetrometer tests. Pile groups; bearing capacity and settlement. Président / Chairman : E. Schultze, Allemagne. Vice-Président / Vice-Chairman : H. C ourbot, France. Rapporteur Général / General Reporter : L. Z eevaert, Mexique. Membres du Groupe de discussion / Members o f the Panel : E. G euze, U.S.A.; J. K erisel, France; T. M ogami, Japon; N- N ajdanovic, Yougoslavie ; R.B. Peck, U.S.A.; M. V argas, Brésil. Discussion orale / Oral Discussion V. Berezantsev, U.R.S.S. R. B. Peck, U.S.A. L. Bjerrum, Norvège H. Petermann, Allemagne A. J. L. Bolognesi, Argentine R. Pietkowski, Pologne A. Casagrande, U.S.A. H. Simons, Allemagne T. K. Chaplin, Grande-Bretagne G. F. Sowers, U.S.A. A. J. Da Costa Nunes, Brésil C. Szechy, Hongrie E. de Beer, Belgique C. Van der Veen, Hollande C. Djanoeff, Grande-Bretagne M. Vargas, Brésil O. Eide, Norvège E. -
Structures Section
SECTION 700 -- STRUCTURES SECTION 701 -- DRIVEN PILING 701.01 Description. This work shall consist of furnishing and driving foundation piles of the type and dimensions designated including cutting off or building up foundation piles when required. Piling shall conform to and be installed at the location, tip elevation, penetration, or bearing in accordance with 105.03. MATERIALS 10 701.02 Materials. Materials shall be in accordance with the following: Epoxy Coating for Piles.............................................915.01(d) Reinforcing Steel......................................................910.01 Steel Encased Concrete Piles.......................................915.01 Steel H Piles............................................................915.02 Structural Concrete...................................................702 Timber Piling, Treated ..............................................911.02(c) Timber Piling, Untreated ...........................................911.01(e) 20 Reinforcing steel within steel shell piles and in the reinforced concrete pile encasement shall not be epoxy coated. Powdered epoxy resin shall be used to coat the epoxy coated portion of the steel shell encased concrete piles. The Contractor may furnish and drive thicker walled steel shells than specified. 701.03 Handling of Epoxy Coated Piles. Piles shall be shipped using dunnage and padding shall be used with chains or steel bands. 30 Damage to epoxy coated piles shall be repaired in accordance with 915.01(d). Epoxy coated piles will be rejected if the total area of repair to the coating exceeds 2% of the total coated surface area. CONSTRUCTION REQUIREMENTS 701.04 Equipment for Driving Piles. (a) Approval of Pile Driving Equipment. All pile driving equipment 40 furnished by the Contractor shall be in working condition and subject to approval. All pile driving equipment shall be sized such that the piles can be driven with reasonable effort to the ordered lengths without damage. -
Finite Element Study on Static Pile Load Testing Li Yi A
FINITE ELEMENT STUDY ON STATIC PILE LOAD TESTING LI YI (B.Eng) A THESIS SUBMITTED FOR THE DEGREE OF MASTER OF ENGINEERING DEPARTMENT OF CIVIL ENGINEERING NATIONAL UNIVERSITY OF SINGAPORE 2004 Dedicated to my family and friends ACKNOWLEDGEMENTS The author would like to express his sincere gratitude and appreciation to his supervisor, Associate Professor Harry Tan Siew Ann, for his continual encouragement and bountiful support that have made my postgraduate study an educational and fruitful experience. In addition, the author would also like to thank Mr. Thomas Molnit (Project Manager, LOADTEST Asia Pte. Ltd.), Mr. Tian Hai (Former NUS postgraduate, KTP Consultants Pte. Ltd.), for their assistance in providing the necessary technical and academic documents during this project. Finally, the author is grateful to all my friends and colleagues for their help and friendship. Special thanks are extended to Ms. Zhou Yun. Her spiritual support made my thesis’ journey an enjoyable one. i TABLE OF CONTENTS ACKNOWLEDGEMENTS............................................................................................. i TABLE OF CONTENTS................................................................................................ii SUMMARY................................................................................................................... iv LIST OF TABLES......................................................................................................... vi LIST OF FIGURES ......................................................................................................vii -
Rectification of Tilt & Shift of a Well by Kentledge Method
International Journal of Scientific & Engineering Research Volume 9, Issue 2, February-2018 1447 ISSN 2229-5518 Rectification of Tilt & Shift of a Well by Kentledge Method ROHIT KUMAR DUBEY Well foundations are quite appropriate foundation for Abstract: quite useful. In principle the construction of a well alluvial soils in rivers and creeks where max depth of scour can be quite large. In india technology of well foundation for design and foundation for bridges is similar to the conventional construction is quite well developed, still there are situations where serious problems are encountered at site during construction of wells whose main purpose was to obtain ground water well foundations, which results in excessive tilt of well in a centuries ago. In planthe shape of a well foundation is particular direction. In the case of excessive tilt, regular method for tilt rectification like eccentric grabbing, water jetting, strutting the similar to the caisson. When the circular well becomes well etc. might be not so effective as required. Excessive tilt occurred during sinking of well in undergoing construction of a uneconomical to support the pier of substructure, the cable stayed bridge over river ganga have been identified & well foundation can take other shapes also like double- explained by the author in this presentation. Rohit Kumar Dubey is currently persuing master degree D, rectangular, octagonal etc. programme in civil engineering in Dr. A. P. J.Abdul Kalam Technical University, Uttar Pradesh, India. Ph. No. +91- 7549326005, email id:- [email protected] Compared to the group of piles, well foundation are rigid in engineering behavior and are able to resist large Keyword: Well Foundation, Tilt & Shift, Kentledge Method, Sinking forces of floating trees or bolders that may roll on the river bed. -
AUTHIER, J. and FELLENIUS, B. H. 1983. Wave Equation Analysis And
AUTHIER, J. and FELLENIUS,B. H. 1983. Wave equation analysis and dynamic monitoring of pile driving. Civil Engineering for practicing and Design Engineers. Pergamon Press Ltd. Vol. 2, No. 4, pp.387- 407. VAVE EQUATTONANALYSF AND DYNAMIC MONITORING OF PILE DRIVING Jean Authier ard Bengt H. Fellenius Terratech Ltd., Montreal and University of Ottawar Ottawa Abstract The wave equation analysis of driven piles is presented with a comparison of the Smith and Case damping approach and a discussion of cmventional soil input parameters. The cushion model is explained, and the difference in definition between the commercially available computer protrams is pointed out. Some views are given m the variability of the wave equatim analysis when used h practice, and it is recommended that results shouH always be presented in a range of values as correspondingto the relevant ranges of the input data. A brief backgroundis given to the Case-Goblesystem of field measurements and analysis of pile driving. Limitations are given to the fieb evaluation of the mobilized capacity. The CAPWAP laboratory computer analysis of dynamic measurementsis explahed, and the advantagesof this method over conventional wave equation analysis are discussed.The influence of resiCual loadsm the CAPWAPdeterminedbearing capacity is indicated. This paper gives a background to the use in North America of the Wave Eguation Analysis and Dynamic Monitoring in modern engineering desigt and installatim of driven piles. The purpose of the paper is not to provlle a comprehensivestate-of-the- art, but to present a review and discussionof aspects, which practisint civil engineers need to know in order to understand the possibilities, as well as the limitations, of the dynamic methods in pile foundation design and quality control and insPection. -
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. -
Practical Applications of the Cone Penetration Test
PRACTICAL APPLICATIONS OF THE CONE PENETRATION TEST A Manual On Interpretation Of Seismic Piezocone Test Data For Geotechnical Design Geotechnical Research Group Department of Civil Engineering The University of British Columbia Table of Contents TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................. I LIST OF SYMBOLS ................................................................................................VII LIST OF FIGURES ....................................................................................................X LIST OF TABLES.................................................................................................. XVI 1 INTRODUCTION ............................................................................................. 1-1 1.1 Scope......................................................................................................1-1 1.2 Site Characterization...............................................................................1-2 1.2.1 Logging Methods....................................................................... 1-2 1.2.2 Specific Test Methods ............................................................... 1-3 1.2.3 Ideal Procedure for Conducting Subsurface Investigation......... 1-3 1.2.4 Cone Penetrometer is an INDEX TOOL.................................... 1-3 1.3 General Description of CPTU .................................................................1-4 2 EQUIPMENT .................................................................................................. -
Axial Capacity of Piles Founded in Permafrost
AXIAL CAPACITY OF PILES FOUNDED IN PERMAFORST: A CASE STUDY ON THE APPLICABILITY OF MODERN PILE DESIGN IN REMOTE MONGOLIA Kyle L. Scarr 1 and Robert L. Mokwa 2, Ph.D., P.E. 1Graduate Student – Montana State University, Department of Civil Engineering, Project Engineer – Thomas, Dean & Hoskins, Inc. Bozeman, MT, [email protected] 2Associate Professor – Montana State University, Department of Civil Engineering, [email protected] ABSTRACT A review of the most current and accepted practices in design of piles in permafrost is examined. Key input parameters necessary for the design of piles in permafrost are described with an emphasis on the characteristics of the permafrost itself. Regionally available resources and databases on permafrost characteristics are discussed along with the need for continued research, data collection, and data assimilation. A case study describing a bridge crossing over a large river at a remote permafrost site in Mongolia is presented. A unique aspect of the project involves the application of modern pile design procedures at this remote northern region in which primitive construction techniques are used to install timber piles during the winter though a frozen active layer. INTRODUCTION The objective of this project was to examine current practices in design and installation of piles in permafrost. The practice of designing and installing structural foundations in permafrost is not a new concept; however, the in-depth knowledge, understanding, and available data required for design in permafrost has only recently sprouted to the forefront of the engineering profession. Speculation for the recent increase in resources available to the engineering community includes the need to provide safer and more economical structures to support cold region activities such as developing roads, commercial structures, residential buildings, and military and mining support structures. -
Foundation Reuse for Highway Bridges
Publication No. FHWA-HIF-18-055 Infrastructure Office of Bridges and Structures November 2018 Foundation Reuse for Highway Bridges Existing New Ground Improvement Turner-Fairbank Highway Research Center U.S. Department of Transportation 6300 Georgetown Pike Federal Highway Administration McLean, VA 22101-2296 FOREWORD Given the high percentage of deteriorated or obsolete bridges in the national bridge inventory, the reuse of bridge foundations may be a viable option that can present a significant cost savings in bridge replacement and rehabilitation efforts. The potential time savings associated with foundation reuse can, in turn, reduce mobility impacts and increase the economic viability and sustainability of a project. However, existing foundations may have uncertain material properties, geometry, or details that impact the risks associated with reuse. Unlike a new foundation, an existing foundation may have been damaged, may not have sufficient capacity, and may have limited remaining service life due to deterioration. Assessment of these issues as well as foundation strengthening and repair measures and innovative approaches to optimize loading are discussed in this report. To better demonstrate the engineering assessment of key integrity, durability and load carrying capacity issues, the report contains fifteen (15) case examples where foundation was reused by the owner agencies. On new construction, the report looks ahead and includes discussions on foundation design with consideration for reuse. Cheryl Allen Richter, P.E., Ph.D. Director, Office of Infrastructure Research and Development Notice This document is disseminated under the sponsorship of the U.S. Department of Transportation in the interest of information exchange. The U.S. Government assumes no liability for the use of the information contained in this document. -
A Qljarter Century of Geotechnical Researcll
A QlJarter Century of Geotechnical Researcll PUBLICATION NO. FHWA-RD-98-139 FEBRUARY 1999 1111111111111111111111111111111 PB99-147365 \c-c.J/t).:.. L~.i' . u.s. D~~~~~~~Co~~~~~erce~ Natronal_Tec~nical Information Service u.s. DepartillCi"li of Transportation Spnngfleld, Virginia 22161 Research, Development & Technology Turner-Fairbank Highway Research Center 6300 Georgetown Pike McLean, VA 22101-2296 FOREWORD This report summarizes Federal Highway Administration (FHW!\) geotechnical research and development activities during the past 25 years. The report incl!Jde~: significant accomplishments in the areas of bridge foundations, ground improvenl::::nt, and soil and rock behavior. A fourth category included important miscellaneous efrorts tl'12t did not fit the areas mentioned. The report vlill be useful to re~earchers and praGtitior,c:;rs in geotechnology. --------:"--; /~ /1 I~t(./l- /-~~:r\ .. T. Paul Teng (j Director, Office of Infrastructure Research, Development. and Technologv NOTiCE This document is disseminated under the sponsorship of the Department of Transportation in the interest of information exchange. The United States G~)\fernm8nt assumes no liahillty for its contt?!nts or use thereof. Thir. report dor~s not constiil)tl":: a standard, specification, or regu!p,tion. The; United States Government does not endorse products or n18;1ufaGturers, Traderrlc,rks or nianufacturers' narl1es appear in thi;-, report only bec:8'I)Se they arc considered essential to tile object of the document. Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient's Catalog No. FHWA-RD-98-139 4. Title and Subtitle 5. Report Date A Quarter Century of Geotechnical Research February 1999 6. Performing Organization Code ).