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Spotlight on Pile Integrity Test
Piles & Deep Foundations A Spotlight on Low Strain Impact Integrity Test Concrete piles and drilled shafts are an important category of foundations. Despite their relatively high cost, they become necessary when we want to transfer the loads of a heavy superstructure (bridge, high rise building, etc.) to the lower layers of soil. Pile integrity test (PIT), or as ASTM D5882 refers to it as "a low strain impact integrity test," is a common non-destructive test method for the evaluation of pile integrity and/or pile length. A pile integrity test can be used for forensic evaluations on existing piles, or quality assurance in new construction. The Integrity test is applicable to driven concrete piles and cast-in- place piles. What is Pile Integrity Test (PIT) ? Low strain impact integrity testing provides acceleration or velocity and force (optional) data on slender structural elements (ASTM D5882). Sonic Echo (SE) and Impulse Response (IR) are employed for the integrity test on deep foundation and piles. The test results can be used for the evaluation of the pile cross-sectional area and length, the pile integrity and continuity, as well as consistency of the pile material. It is noted that this evaluation practice is approximate. 647-933-6633 Website: fprimec.com Email: [email protected] Use PIT Method To Evaluate : Integrity and consistency of pile material (concrete, timber); Unknown length of piles, or shafts; Pile cross-sectional area and length. Limitations of Use : Like all other non-destructive testing solutions, the low strain pile integrity test has certain limitations. These limitations must be understood and taken into consideration in making the final integrity evaluation. -
Cen/Tc 250/Sc 7 N 1508
CEN/TC 250/SC 7 N 1508 CEN/TC 250/SC 7 Eurocode 7 - Geotechnical design Email of secretary: [email protected] Secretariat: NEN (Netherlands) pr EN1997-3 MASTER v2021.40 Submission Document type: Other committee document Date of document: 2021-05-03 Expected action: INFO Background: Committee URL: https://cen.iso.org/livelink/livelink/open/centc250sc7 CEN/TC 250 Date: 2021-04 prEN 1997-3:202x CEN/TC 250 Secretariat: NEN Eurocode 7: Geotechnical design — Part 3: Geotechnical structures Eurocode 7 - Entwurf, Berechnung und Bemessung in der Geotechnik — Teil 3: Geotechnische Bauten Eurocode 7 - Calcul géotechnique — Partie 3: Constructions géotechniques ICS: Descriptors: Document type: European Standard Document subtype: Working Document Document stage: v4 31/10/2019 Document language: E prEN 1997-3:202x (E) Contents Page 0 Introduction ............................................................................................................................................ 9 0.1 Introduction to the Eurocodes ......................................................................................................... 9 0.2 Introduction to EN 1997 Eurocode 7 .............................................................................................. 9 0.3 Introduction to EN 1997-3 ................................................................................................................. 9 0.4 Verbal forms used in the Eurocodes ............................................................................................10 0.5 National -
Simplified Method of Applying Loads to Flat Slab Floor Structural Model
MATEC Web of Conferences 219, 03002 (2018) https://doi.org/10.1051/matecconf/201821903002 BalCon 2018 Simplified method of applying loads to flat slab floor structural model Maciej Tomasz Solarczyk1,*, and Andrzej Ambroziak1 1Gdańsk University of Technology, Faculty of Civil and Environmental Engineering, Narutowicza 11/12, 80-233 Gdańsk, Poland Abstract. The article analyses the impact of the live load position on the surface of a reinforced concrete flat slab floor of 32.0 m × 28.8 m. Four variants of a live load position are investigated: located on the entire concrete slab, set in a chessboard pattern, applied by bands and imposed separately in each of the slab panels. Conclusions are drawn upon differences in bending moments, the time of calculation and the size of output files. The problems in the interpretation of results are presented too. A procedure is presented to model the reinforced concrete structures in computational programs. The recommendations of the Eurocodes are presented regarding to load combinations in the Ultimate Limit State (ULS). Convergence analysis of the finite element mesh is carried out to verify the obtained results. The law status on the implementation of the Building Information Modelling (BIM) technology in Poland points out significant time savings in the application of this technology. 1 Introduction Structural design is generally based on virtual mapping of a real object. The designer is supported by a number of computational tools to complete the task. A widespread automation of design works makes it available for the engineers with little experience. It should be emphasized that the results of numerical analysis should be permanently and critically assessed by the designer after computations. -
CHAPTER TWO - Static Aeroelasticity – Unswept Wing Structural Loads and Performance 21 2.1 Background
Static aeroelasticity – structural loads and performance CHAPTER TWO - Static Aeroelasticity – Unswept wing structural loads and performance 21 2.1 Background ........................................................................................................................... 21 2.1.2 Scope and purpose ....................................................................................................................... 21 2.1.2 The structures enterprise and its relation to aeroelasticity ............................................................ 22 2.1.3 The evolution of aircraft wing structures-form follows function ................................................ 24 2.2 Analytical modeling............................................................................................................... 30 2.2.1 The typical section, the flying door and Rayleigh-Ritz idealizations ................................................ 31 2.2.2 – Functional diagrams and operators – modeling the aeroelastic feedback process ....................... 33 2.3 Matrix structural analysis – stiffness matrices and strain energy .......................................... 34 2.4 An example - Construction of a structural stiffness matrix – the shear center concept ........ 38 2.5 Subsonic aerodynamics - fundamentals ................................................................................ 40 2.5.1 Reference points – the center of pressure..................................................................................... 44 2.5.2 A different -
The Dangerous Condition of Ground During High Overburden Tunneling
Ŕ Periodica Polytechnica The Dangerous Condition of Ground Civil Engineering during High Overburden Tunneling (A Case Study in Iran) 60(1), pp. 11–20, 2016 DOI: 10.3311/PPci.7923 Raheb Bagherpour, Mohammad Javad Rahimdel Creative Commons Attribution RESEARCH ARTICLE Received 19-01-2015, revised 31-05-2015, accepted 22-06-2015 Abstract 1 Introduction Knowledge of the ground condition and its hazards can play Tunnels are one of the vital arteries that, because of excessive an important role in the selection of support and suitable exca- expenses spent for their introduction and also derangement of vation method in underground structures. Water transport tun- passing traffic as a result of perfect demolition or serious dam- nel is one of the most important structures with regard to the ages, need the observation of technical geotechnical considera- goal of excavation, special conditions and limitations consid- tions in design and performance. Zayandehrud River is the only ered in the design and execution of them. Beheshtabad Water permanent river in the Central Plateau of Iran. Water demand Conveyance Tunnel with 64930 meters length, 6 meters final di- in this area is constantly growing due to population growth, key ameter is the largest water Conveyance tunnel in Iran. Because industries, withdrawal of ground water tables and reduction of of high over burden and weak rock in the most of tunnel path, the its quality. So, Beheshtabad Tunnel, by transporting 1070 mil- probable hazardous of the ground condition such as squeezing lions of cube meters of water per year to Iran central plateau, and rock burst must be studied. -
West Bank Bypass Main Report 1
EARTHQUAKE RECONSTRUCTION AND REHABILITATION AUTHORITY (ERRA) No. THE ISLAMIC REPUBLIC OF PAKISTAN URGENT REHABILITATION PROJECT: WEST BANK BYPASS DESIGN UNDER THE URGENT DEVELOPMENT STUDY ON REHABILITATION AND RECONSTRUCTION IN MUZAFFARABAD CITY IN THE ISLAMIC REPUBLIC OF PAKISTAN FINAL REPORT MAIN TEXT MARCH 2008 JAPAN INTERNATIONAL COOPERATION AGENCY NIPPON KOEI CO., LTD. SD JR 08-014 Note: Following exchange rates are applied in the Study. 1 US$ = PKR60.800 = JPY119.410 (As of 1st August, 2007) PREFACE In response to the request from the Government of the Islamic Republic of Pakistan, the Government of Japan decided to conduct “The Urgent Development Study on Rehabilitation and Reconstruction in Muzaffarabad City in the Islamic Republic of Pakistan”, and entrusted the study to the Japan International Cooperation Agency (JICA). JICA selected and dispatched a study team headed by Mr. Tetsu NAKAGAWA of Nippon Koei Co., Ltd. to the Islamic Republic of Pakistan from February 2007 to November 2007. The team conducted Basic Design and Detailed Design for the “Urgent Rehabilitation Project: West Bank Bypass Design under the Urgent Development Study on Rehabilitation and Reconstruction in Muzaffarabad City in the Islamic Republic of Pakistan” based on field surveys, holding a series of discussions with and presentations to the officials concerned of the Government of the Islamic Republic of Pakistan. I hope that this report will contribute to the development of Pakistan and to the enhancement of friendly relationship between the two countries. Finally, I wish to express my sincere appreciation to the officials concerned of the Government of the Islamic Republic of Pakistan for their close cooperation and friendship extended to the Study. -
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. -
International Society for Soil Mechanics and Geotechnical Engineering
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. Proceedings of the 16th International Conference on Soil Mechanics and Geotechnical Engineering © 2005–2006 Millpress Science Publishers/IOS Press. Published with Open Access under the Creative Commons BY-NC Licence by IOS Press. doi:10.3233/978-1-61499-656-9-1893 Back analyses of Maroon embankment dam Analeses arrières du barrage maroon de remblai R. Mahin Roosta & A.R. Tabibnejad Mahab Ghodss Consulting Engineers, Tehran, Iran ABSTRACT Maroon dam is one of the largest embankment dams in Iran, which is located in south west of the country. Because of the importance of this dam, a complete monitoring program with a regular observation has been done during and after construction. To evaluate the stability of the dam body at present and at loading conditions which may be experienced in future, a large amount of data obtained from instrumentation system has been processed carefully and are used for back analyses with numerical method. Aim of these back analyses is to estimate strength and deformation parameters of different embankment material zones. The back analyses are performed at end of construction and after reservoir filling. For instance, changes in displacement, pore pressure and stress in spe- cific points of dam body are compared with those histories obtained from back analyses. -
Considerations for Monitoring of Deep Circular Excavations
Considerations for monitoring of deep circular excavations Author 1 ● Tina Schwamb, Ph.D. ● Department of Engineering, University of Cambridge, UK Author 2 ● Mohammed Z. E. B. Elshafie, Ph.D. ● Lecturer, Laing O’Rourke Centre for Construction Engineering and Technology, Department of Engineering, University of Cambridge, Cambridge, UK Author 3 ● Kenichi Soga, Ph.D., FICE ● Professor of Civil Engineering, Department of Engineering, University of Cambridge, UK Author 4 ● Robert J. Mair, CBE, FREng, FICE, FRS ● Sir Kirby Laing Professor of Civil Engineering, Department of Engineering, University of Cam- bridge, Cambridge, UK 1 Abstract (196 words) Understanding the magnitude and distribution of ground movements associated with deep shaft con- struction is a key factor in designing efficient damage prevention/mitigation measures. Therefore, a large-scale monitoring scheme was implemented at Thames Water’s 68 m-deep Abbey Mills Shaft F in East London, constructed as part of the Lee Tunnel Project. The scheme comprised inclinometers and extensometers which were installed in the diaphragm walls and in boreholes around the shaft to measure deflections and ground movements. However, interpreting the measurements from incli- nometers can be a challenging task as it is often not feasible to extend the boreholes into ground un- affected by movements. The paper describes in detail how the data is corrected. The corrected data showed very small wall deflections of less than 4 mm at the final shaft excavation depth. Similarly, very small ground movements were measured around the shaft. Empirical ground settlement predic- tion methods derived from different shaft construction methods significantly overestimate settlements for a diaphragm wall shaft. -
Promoting Geosynthetics Use on Federal Lands Highway Projects
Promoting Geosynthetics Use on Federal Lands Highway Projects Publication No. FHWA-CFL/TD-06-009 December 2006 Central Federal Lands Highway Division 12300 West Dakota Avenue Lakewood, CO 80228 FOREWORD The Federal Lands Highway (FLH) of the Federal Highway Administration (FHWA) promotes development and deployment of applied research and technology applicable to solving transportation related issues on Federal Lands. The FLH provides technology delivery, innovative solutions, recommended best practices, and related information and knowledge sharing to Federal agencies, Tribal governments, and other offices within the FHWA. The objective of this study was to provide guidance and recommendations on the potential of systematically including geosynthetics in highway construction projects by the FLH and their client agencies. The study included a literature search of existing· design guidelines and published work on a range of applications that use geosynthetics. These included mechanically stabilized earth walls, reinforced soil slopes, base reinforcement, pavements, and various road applications. A survey of personnel from the FLH and its client agencies was performed to determine the current level of geosynthetic use in their practice. Based on the literature review and survey results, recommendations for possible wider use of geosynthetics in the FLH projects are made and prioritized. These include updates to current geosynthetic specifications, the offering of training programs, development of analysis tools that focus on applications of interest to the FLH, and further studies to promote the improvement of nascent or existin esign methods. Notice This document is disseminated under the sponsorship of the U.S. Department of Transportation (DOT) in the interest of information exchange. The U.S. -
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.