Foundation Reuse for Highway Bridges
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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 Superseded Issuance(s): No Engineering Instructions or EBs are superseded by this EB.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.” . -
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 -
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. -
Ask Vincent Chu (Common FAQ on Practical Civil Engineering Works)
Ask Vincent Chu (Common FAQ on Practical Civil Engineering Works) Vincent T. H. CHU Ask Vincent Chu Vincent T. H. CHU CONTENTS Preface 3 1. Bridge Works 4 2. Concrete Works 13 3. Drainage and Tunneling Works 29 4. Marine Works 37 5. Piles and Foundation 51 6. Roadworks 61 7. Slopes 64 About the author 73 2 Ask Vincent Chu Vincent T. H. CHU Preface This is my third book since my first one in 2006. Following positive and encouraging response since the publication of “200 Questions and Answers on Practical Civil Engineering Works” and “Civil Engineering Practical Notes A-Z”, it provides great incentive for me to further write and discuss civil engineering practice to share my knowledge with fellow engineers around the world. Ever since the establishment of the free email service “Ask Vincent Chu” in 2008, a huge surge of email were received from time to time regarding civil engineering queries raised by engineers around the globe. It is my interest to publish some of these engineering queries in this book and hence the title of this book is called “Ask Vincent Chu”. Moreover, in this book I intend to write more on geotechnical aspects of civil engineering when compared with my previous two publications. Should you have any comments on the book, please feel free to send to my email askvincentchu @yahoo.com.hk and discuss. Vincent T. H. CHU June 2009 3 Ask Vincent Chu Vincent T. H. CHU Chapter 1. Bridge Works 1. What is the purpose of dowel bar in elastomeric bearing? Elastomeric bearing is normally classified into two types: fixed and free. -
View Souvenir Book
DFI INDIA 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue www.dfi -india.org Deep Foundations Institute USA, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 1 Deep Foundations Institute of India Advanced foundation technologies Good contracting and work practices Skill development Design, construction, and safety manuals Professionalism in Geotechnical Investigation Student outreach Women in deep foundation industry Join the DFI Family DFI India 2018 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India IIT Gandhinagar, India, 15-17 November 2018 Souvenir With extended abstracts Sponsor / Exhibitor catalogue Deep Foundations Institute, DFI of India Indian Institute of Technology Gandhinagar, Gujarat, India Indian Geotechnical Society, Ahmedabad Chapter, Ahmedabad, India www.dfi -india.org 3 Deep Foundation Technologies for Infrastucture Development in India - DFI India 2018 IIT Gandhinagar, Gujarat, India, 15-17 November 2018 DFI India 2018, 8th Annual Conference on Deep Foundation Technologies for Infrastructure Development in India Advisory Committee Prof. Sudhir K. Jain, Director. IIT Gandhinagar Dr. Dan Brown, Dan Brown and Association and DFI President Mr. John R. Wolosick, Hayward Baker and DFI Past President Prof. G. L. Sivakumar Babu, IGS President Er. Arvind Shrivastava, Nuclear Power Corp of India and EC Member, DFI of India Prof. A. Boominathan, IIT Madras and EC Member, DFI of India Prof. S. R. Gandhi, NIT Surat and EC Member, DFI of India Gianfranco Di Cicco, GD Consulting LLC and DFI Trustee Prof. -
Technical Specification Series 10000 Piling Works
TECHNICAL SPECIFICATION SERIES 10000 PILING WORKS Series 10000 –Piling Works NRAP-MoPW TECHNICAL SPECIFICATION PART 10000 - PILING TABLE OF CONTENTS Item Number Page 10000 Board Cast in Place Piles 10-4 10001 Description 10-4 10100 Materials 10-4 10101 Steel Classing 10-4 10102 Concrete 10-5 10103 Reinforcement 10-5 10104 Drilling Fluid 10-5 10200 Construction Methods 10-5 10201 General 10-5 10202 Setting out Piles 10-6 10203 Diameter of Piles 10-7 10204 Tolerance 10-7 10205 Boring 10-7 10206 Placing Reinforcement 10-9 10207 Placing Concrete 10-9 10208 Extraction of Temporary Casing 10-10 10209 Temporary Support 10-10 10210 Records 10-12 10210 Measures in Case of Rejected Casing 10-12 10212 Measurement 10-12 10213 Payment 10-12 10300 Precast Concrete Units for River Training and Retaining Structures 10-13 10301 Description 10-13 10302 Materials 10-13 10303 Construction Methods 10-13 10304 King Post & Anchor Piles 10-14 10305 Precast Planks 10-14 10306 Tolerance 10-14 10307 Measurement 10-14 10308 Payment 10-14 10400 Pile Test Loading 10-15 10401 General 10-15 10402 Definitions 10-15 10403 Supervision 10-15 10500 Safety Precautions 10-16 10501 General 10-16 10502 Kentledge 10-16 10503 Tension Piles and Ground Anchors 10-16 10504 Testing Equipment 10-16 UNOPS-Afghanistan PART 10-1 Series 10000 –Piling Works NRAP-MoPW 10600 Construction of a Pilot Pile to be Test Loaded 10-17 10601 Notice of Construction 10-17 10602 Method of Constructions 10-17 10603 Boring or Driving Record 10-17 10604 Cut-Off Level 10-17 10605 Pile Head for Compression -
Evaluating the Capacity of Helical Piles in Clay Tills Using Pile Load Tests
Evaluating the Capacity of Helical Piles in Clay Tills Using Pile Load Tests Ivanna Montani Stantec Consulting Ltd, Winnipeg, Manitoba, Canada ABSTRACT This thesis analyzes seven static load tests conducted on helical piles installed in clay till at a site in Northern Manitoba, Canada. Four methods, the Davisson Offset Limit, the Hansen Ultimate Load, the Chin-Kondner Extrapolation, and the Decourt Extrapolation are used to determine the ultimate capacity using the pile load test results. The ultimate capacities obtained were then used to determine the empirical parameter Kt for helical piles in clay tills, this parameter relates the pile capacity of helical piles to the installation torque of the pile. The Davisson Offset Limit and the Hansen Ultimate Load provided consistent and conservative ultimate capacities based on the pile load test results and showed lesser variability in results compared with the Chin-Kondner Extrapolation and Decourt Extrapolation methods. The ultimate loads based from the Hansen and Davisson methods were used to calculate a Kt value. It was determined that a Kt value ranging from 9 m-1 to 11 m-1 is appropriate for evaluating the capacity of a helical pile in clay tills using the installation torque of the pile. RÉSUMÉ Cette thèse fait l’analyse de sept essais de mise en charge statique effectués sur des pieux vissés installés dans une formation de moraine (till) argileuse dans le nord du Manitoba, au Canada. Quatre méthodes ont été utilisées pour la détermination de la capacité ultime utilisant les résultats des essais de mise en charge : la méthode de la charge limite décalée (Davisson), la méthode de la charge ultime (Hansen), ainsi que les méthodes d’extrapolation de Chin-Kondner et de Decourt. -
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. Reliability of statnamic load testing of rock socketed end bearing bored piles Fiabilité d’un essai de charge Statnamic sur un pieu résistant à la pointe foré dans de la roche H. S. Thilakasiri Department of Civil Engineering, University of Moratuwa, Sri Lanka. ABSTRACT The pile load testing methods could be broadly classified into three categories: static, rapid and dynamic depending on the rate of loading. In this paper, the rapid load testing method referred to as the Statnamic test is discussed. The commonly used analysis method of the statnamic testing referred to as the Unloading Point (UP) method is used successfully for the floating piles but validity of some of the assumptions of the unloading point method to end bearing bored piles is questionable. Due to this problem, other analytical methods such as: Modified Unloading Point (MUP) method, Segmental Unloading Point (SUP) method and other signal matching techniques are introduced by some researches. Therefore, the validity of the unloading point method to rock socketed end bearing bored piles in Sri Lanka is investigated in this paper. This investigation is carried out using the commonly used wave number. Furthermore, the wave equation method, commonly used numerical procedure to model dynamic behavior of piles, is used by the author to investigate the validity of the assumptions associated with the unloading point method to rock socketed end bearing bored piles. -
Analysis of the Pile Load Tests at the Us 68/Ky 80 Bridge Over Kentucky Lake
University of Kentucky UKnowledge Theses and Dissertations--Civil Engineering Civil Engineering 2019 ANALYSIS OF THE PILE LOAD TESTS AT THE US 68/KY 80 BRIDGE OVER KENTUCKY LAKE Edward Lawson University of Kentucky, [email protected] Digital Object Identifier: https://doi.org/10.13023/etd.2019.248 Right click to open a feedback form in a new tab to let us know how this document benefits ou.y Recommended Citation Lawson, Edward, "ANALYSIS OF THE PILE LOAD TESTS AT THE US 68/KY 80 BRIDGE OVER KENTUCKY LAKE" (2019). Theses and Dissertations--Civil Engineering. 86. https://uknowledge.uky.edu/ce_etds/86 This Master's Thesis is brought to you for free and open access by the Civil Engineering at UKnowledge. It has been accepted for inclusion in Theses and Dissertations--Civil Engineering by an authorized administrator of UKnowledge. For more information, please contact [email protected]. STUDENT AGREEMENT: I represent that my thesis or dissertation and abstract are my original work. Proper attribution has been given to all outside sources. I understand that I am solely responsible for obtaining any needed copyright permissions. I have obtained needed written permission statement(s) from the owner(s) of each third-party copyrighted matter to be included in my work, allowing electronic distribution (if such use is not permitted by the fair use doctrine) which will be submitted to UKnowledge as Additional File. I hereby grant to The University of Kentucky and its agents the irrevocable, non-exclusive, and royalty-free license to archive and make accessible my work in whole or in part in all forms of media, now or hereafter known. -
Uji Beban Fondasi
HATTI MENGAJAR UJI BEBAN FONDASI (…… dari perspektif seorang) Aksan KAWANDA 2021.01.31 PENGUJIAN BEBAN STATIK Pengujian beban untuk verifikasi daya dukung dan pergerakan yang terjadi pada tiang uji. Pengujian ini dapat dilakukan dengan (3) metode : - Beban mati / Kentledge - Tiang reaksi - Pembebanan Cell 2 Arah Standar Pengujian D1143-07 (Re-13), Standard Test Method for Deep SNI 8460-2017, Foundations Under Static Axial Compression Load Persyaratan Perancangan Geoteknik D3689-07, Standard Test Method for Deep Foundations Under Static Axial Tensile Load D3966-07, Standard Test Method for Deep Foundations Under Lateral Load D8169-18, Standard Test Methods for Deep Foundation Under Bi-Directional Static Axial Compressive Load Standar Nasional Indonesia 8460:2017 Jumlah tiang uji A. Tiang Bor, 1 tes = 75 tiang B. Tiang Pancang, 1 tes = 100 tiang C. Jika N<75 bor / <100 pancang min 1 tes D. Ketentuan tambahan a . N<1000, 1%N b. 1000<N<3000, 0.8%N + item a c. 3000<N<6000, 0.5%N + item b d. 6000<N<8000, 0.4%N + item c E. 60% Sebelum konstruksi, 40% saat konstruksi Standar Nasional Indonesia 8460:2017 Tiang Bor Total 8600 a. 1% x 1000 = 10 b. 0.8% x 2000 = 16 c. 0.5% x 3000 = 15 d. 0.4% x 2600 = 10.4 ≈ 11 Total Tes = 52 tiang 60% Statik + 40% x 4 Dinamik (diperbolehkan) Standar Nasional Indonesia 8460:2017 Jumlah tiang uji ▪ Axial Tarik ▪ 1 tes = 100 tiang / min 1 (dimensi sama) ▪ Lateral ▪ 1 tes setiap dimensi tiang Standar Nasional Indonesia 8460:2017 Beban Uji (Tekan, Tarik, Lateral) ▪ Used Pile, 200% beban rencana Batasan Deformasi ▪ Axial -
Soils and Foundations Handbook 2016
Soils and Foundations Handbook 2016 State Materials Office Gainesville, Florida This page is intentionally blank. i Table of Contents Table of Contents ......................................................................................................... ii List of Figures ............................................................................................................ xii List of Tables ............................................................................................................. xiv Chapter 1 1 Introduction ............................................................................................................... 1 1.1 Geotechnical Tasks in Typical Highway Projects.................................................. 1 1.1.1 Planning, Development, and Engineering Phase ...................................... 1 1.1.2 Project Design Phase ................................................................................. 2 1.1.3 Construction Phase .................................................................................... 2 1.1.4 Post-Construction Phase ............................................................................ 2 Chapter 2 2 Subsurface Investigation Procedures ........................................................................ 4 2.1 Review of Project Requirements ..................................................................... 4 2.2 Review of Available Data................................................................................ 4 2.2.1 Topographic Maps....................................................................................