455 Structures Foundations
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6. Annular Space & Sealing
6. Annular Space & Sealing (this page left intentionally blank) 6. Annular Space & Sealing Chapter Table of Contents Chapter Table of Contents Chapter Description ......................................................................................................................................................................................... 6 Regulatory Requirements – Annular Space & Sealing of a New Well ..................................................................................................... 6 Relevant Sections – The Wells Regulation.............................................................................................................................................. 6 The Requirements – Plainly Stated .......................................................................................................................................................... 6 Well Record – Relevant Sections............................................................................................................................................................14 Best Management Practice – Report use of Centralizers .......................................................................................................... 15 Key Concepts ..................................................................................................................................................................................................16 The Annular Space ...................................................................................................................................................................................16 -
Underwater Inspection and Repair of Bridge Substructures
[.Tl [•1•] NATIONAL COOPERATIVE HIGHWAY RESEARCH PROGRAM SYNTHESIS OF HIGHWAY PRACTICE UNDERWATER INSPECTION AND REPAIR OF BRIDGE SUBSTRUCTURES Supv ) ç J j p1 JUNO 81982 3 up2Leder I.T.D. DIV OF H!GHWAYS BRIDGE SECTION FUe_OUT MAIL TRANSPORTATION RESEARCH BOARD NATIONAL RESEARCH COUNCIL TRANSPORTATION RESEARCH BOARD EXECUTIVE COMMITTEE 1981 Officers Chairman THOMAS D. LARSON Secretary, Pennsylvania Department of Transportation Vice Chairman DARRELL V MANNING, Director, Idaho Transportation Department Secretary THOMAS B. DEEN, Executive Director, Transportation Research Board Members RAY A. BARNHART, Federal Highway Administrator, U.S. Department of Transportation (cx officio) ROBERT W. BLANCHETTE, Federal Railroad Administrator, U.S. Department of Transportation (cx officio) FRANCIS B. FRANCOIS, Executive Director, American Association of State Highway and Transportation Officials (cx officio) WILLIAM J. HARRIS, JR., Vice President—Research and lest Department, Association of American Railroad.. (ex officio) J. LYNN HELMS, Federal Aviation Administrator, U.S. Department of Transportation (cx officio) PETER G. KOLTNOW, President, Highway Users Federation for Safety and Mobility (cx officio. Past Chairman, 1979) ELLIOTT W. MONTROLL, Chairman, Co,n,nission on Sociotechnical Systems, National Research Council (cx officio) RAYMOND A. PECK, JR., National Highway Traffic Safety Administrator, U.S. Department of Transportation (cx officio) ARTHUR E. TEELE, JR., Urban Mass Transportation Administrator, U.S. Department of Transportation (cx officio) JOHN F. WING, Senior Vice President, Booz. Allen & Hamilton. Inc. (cx officio, MTRB liaison) CHARLEY V. WOOTAN. Director, Texas Transportation Institute, Texas A&M University (cx officio, Past Chairman 1980) GEORGE J. BEAN. Director of Aviation, Hilisborough County (Florida) Aviation Authority THOMAS W. BRADSHAW, JR., Secretary, North Carolina Department of Transportation RICHARD P. -
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 ). -
Construction of Tremie Concrete Cutoff Wall, Wolf Creek Dam, Kentucky
c / y (y ¥ f t D n a a n in_r uir D 0!ID§Ii I <__ -j M IS C E L L A N E O U S PAPER SL-80-10 CONSTRUCTION OF TREMIE CONCRETE CUTOFF WALL, WOLF CREEK DAM, KENTUCKY by Terence C. Holland, Joseph R. Turner Structures Laboratory U. S. Army Engineer Waterways Experiment Station P. O. Box 631, Vicksburg, Miss. 39180 September 1980 Final Report Approved For Public Release; Distribution Unlimited Prepared for Office, Chief of Engineers, U. S. Army TA Washington, D. C. 20314 7 .W34m Under C W IS 3 I5 5 3 SL-80-10 1980 », Ar ' \ 8 ;v ;>"* % * OCT 2 7 1980 Water & : as Service Denver, Colorado Destroy this report when no longer needed. Do not return it to the originator. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. The contents of this report are not to be used for advertising, publication, or promotional purposes. Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products. SURÈAU OF RECLAMATrON DENVER u *W ff \& A /P 92059356 \y£ ,\s> , *c£p £ > b <0 Unclassified V * ie05*l35Ï.V SECURITY CLASSIFICATION OF THIS PAGE (When Data Entered) O' READ INSTRUCTIONS REPORT DOCUMENTATION PAGE BEFORE COMPLETING FORM 1. REPORT NUMBER 2. GOVT ACCESSION NO. 3. RECIPIENT'S CATALOG NUMBER Miscellaneous Paper SL-80-10 ' 4. T I T L E (and Subtitle) 5. TYPE OF REPORT & PERIOD COVERED V CONSTRUCTION OF TREMIE CONCRETE CUTOFF WALL, Final report WOLF CREEK DAM, KENTUCKY 6. -
LOADTEST Dynamic Load Testing (DLT)
LOADTEST Dynamic Load Testing (DLT) INTRODUCTION RESULTS Dynamic load testing can be an attractive cost The measured pile head signals are analysed in effective alternative to traditional full scale static real time to provide: load testing. Instead of costly, time consuming • an estimate of the soil resistance proof loading using kentledge or anchor piles, mobilised during the test. the technique uses a heavy falling weight such • determination of maximum stresses in as a piling hammer to impart a short duration the pile and shaft integrity. impact to the pile head, whilst monitoring the • measurement of the overall operating pile response using attached transducers. The efficiency of the hammer and its test generates data required by the foundation coupling to the pile head. designer to provide assurance on the relative Additional analysis of each set of dynamic test capacity of the foundation and can usually data can be performed using the CAPWAP or provide additional information that can be DLTWAVE pile driving simulation computer difficult to obtain via static load testing. programs. These programs uses an iterative solution technique to optimise the parameters DESCRIPTION defining the soil resistance supporting the pile. The test is performed by striking the pile head This is done by matching forces at the pile head with a piling hammer or other suitable drop computed using stress wave theory with those weight whilst monitoring pile soil response in actually measured during the test. The terms of pile head force and velocity using programs output many parameters valuable to specially developed bolt-on reusable the experienced piling engineer. -
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. -
Underwater Concrete in Drilled Shafts: the Key Issues and Case Histories
Underwater Concrete in Drilled Shafts: the Key Issues and Case Histories Sam X. Yao1 and Robert B. Bittner2 ABSTRACT: In construction of drilled shafts under water, placing concrete in the shafts is technically demanding and involves complex construction logistics. Past construction experience has demonstrated that high quality concrete can be placed in drilled shafts under water with a proper concrete mix and proper placement techniques. However, a significant number of failures have occurred which have resulted in excessive cost overruns and delays. These problems may have occurred because proper underwater concrete construction techniques have not been widely disseminated within the industry. This is a technical area where competent design and sound construction planning can achieve a significant reduction in both risk and cost. This paper will discuss some key technical issues in the concrete mix design, concrete production and placement for the drilled shaft construction. The paper also describes two lesson-learned case histories from drilled shaft construction projects. INTRODUCTION Placing concrete in the shafts is one of the most critical and complex operations that often determine success or failure of many drilled shaft construction projects. If the concrete is placed under water, the construction is even more technically demanding and involves complex construction logistics. A number of failures have occurred due to improper concrete mix or improper construction procedures. The following sections present some important technical issues that are frequently encountered in underwater construction of drilled shafts. CONCRETE MIX DESIGN Because concrete placed underwater is inherently susceptible to cement washout, laitance, segregation, cold joints, and water entrapment, it must possess some unique properties that are not otherwise required. -
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. -
Chapter 15 – Table of Contents
Bridge Maintenance Course Series Reference Manual Chapter 15 – Table of Contents Chapter 15 - Channel and Waterway ....................................................................................... 15-1 15.1 Identifying Scour and Erosion – Waterway Mechanics ..................................................... 15-1 15.2 Preventive and Basic Maintenance for Channels and Waterway ..................................... 15-5 15.2.1 Debris Removal ............................................................................................................... 15-5 15.2.2 Vegetation Removal ........................................................................................................ 15-8 15.3 Repair and Rehabilitation of Channel and Waterway ....................................................... 15-8 15.3.1 Placement of Riprap and Gabions ................................................................................ 15-11 15.2.2 Tremie Concrete ........................................................................................................... 15-19 15.2.3 Grout Bag Placement .................................................................................................... 15-20 15.2.4 Sheet Piling.................................................................................................................... 15-24 15.2.5 Articulated Block ........................................................................................................... 15-25 15.3 Chapter 15 Reference List ............................................................................................... -
Dynamic and Static Tests of Prestressed Concrete Girder Bridges in Florida
DYNAMIC AND STATIC TESTS OF PRESTRESSED CONCRETE GIRDER BRIDGES IN FLORIDA BY MOUSSA A. ISSA MOHSEN A. SHAHAWY STRUCTURAL ANALYST CHIEF STRUCTURAL ANALYST STRUCTURAL RESEARCH CENTER, MS 80 FLORIDA DEPARTMENT OF TRANSPORTATION TALLAHASSEE, FLORIDA 32310 MAY 1993 DYNAMIC AND STATIC TESTS OF PRESTRESSED CONCRETE GIRDER BRIDGES IN FLORIDA by Moussa A. Issa, Ph.D., P.E. Mohsen A. Shahawy, Ph.D., P.E. Structural Analyst Chief Structural Analyst Structural Research Center, MS 80 Florida Department of Transportation, Tallahassee SYNOPSIS The paper presents the results of full scale static and dynamic tests on two prestressed concrete bridges. Both bridges contain a variety of AASHTO type girders and were designed to carry two lanes of HS20 loading. The critical spans were instrumented at quarter span (L/4) and midspan (L/2) with accelerometers, strain gages and deflection transducers. The bridge load testing apparatus consists of a mobile data acquisition system and two load testing vehicles, designed to deliver the ultimate live l o a d specified by the AASHTO Code. For static testing, the bridge w a s incrementally loaded u p to the full ultimate design live load. The test vehicles were loaded to be equivalent to HS-20 truck loads. At each load step the instruments were monitored and the results were compared to the analytical model before proceeding w i t h the next load step. The dynamic load tests were performed with the two testing vehicles traveling at 55 MPH, 45 MPH, and 35 MPH. The results indicated an increase in the strain and deflection amplitudes, with an increase of vehicle speed. -
69% APPROXIMATE VOLUMES for GROUT Drilled Loop Hole Inside Vol. Vol. Dia. Dia
THERIv1-EX GROUT™ PLUS is an engineered system for use as backfill material in earth-coupled heat pump systems. Its elevated thermal conductivity and low p'crmcability allow for excellent heat exchange while T protecting groundwater supplies. TI-IERM-EX GROUT " PLUS should be pumped using a positive displacement pump capable of generating pressures in excess of 300 psi. Developed using high swelling Wyoming Bentonite, this new generation of grouting material offers efficient installation of closed-loop geothermal heat pump systems. APPROXIMATE VOLUMES FOR GROUT Drilled Loop Anlr. Anlr. MATERIAL SPECIFICATIONS: Hole Inside Vol. Vol. Dia. Dia. (cu.ft.zft.) (gal. ft.) 1.13 Btulhr-ft-oF 1.2 Btu/hr-ft- of Thermal Conductivity: 4 % 0.08 0.57 6 x 10-8 6 x 10-8 I Permeability: 4.5 % O.IO 0.74 Solid Content: 69% 71 % 5 % 0.13 0.94 , Slurry Weight: 14.1 Ibs/gal 15.2Ibs/gal ! 5.5 % 0.15 1.15 Slurry Volume/Batch: 41 gals 41.5 gals 6 % 0.19 1.39 5 1 0.12 0.88 5.5 1 0.15 1.10 6 1 0.18 1.33 ~..~--~..-.--....---.-- c\PPLICATION R~TE: The combination of fresh water, THERM-EX GROUT~MPLUS and silica sand constitute "the system" for backfil1ing geothermal loops. Use locally available dry silica sand. For best results, use sand ranging in size from 30 mesh to 70 mesh CAFS GFN particle size classification 38 to 50). .._....... ·1 Mix as follows: 1.13 Btu/hr-ft- uF 1.2 Btu/hr-ft-"F ! Water 21 gal 22 gal I THERM-EX GROU(M PLUS 1 - 50 lb bag 1- 50 Ib bag 3501b 4001b Silica Sand .- IJ Add the THERM-EX GROUT™ PLUS to the water while agitating. -
Design and Construction of Marine Structures
Technical Fundamentals for Design and Construction October 6, 2018 Design and Construction of Marine Structures Key Points 1. Approximately 71 percent of the earth's surface is covered in water, and the oceans hold about 96 percent of all the earth's water. 2. Construction and further development in the marine environment is essentially our primary remaining frontier on earth. 3. There exists a real opportunity and need for innovation and new technologies that have the potential to improve the quality of marine structures effectively while reducing the cost, time, and risk of construction. 4. The marine environment offers significant opportunities that do not exist with on‐land construction. The most important of these is the ability to construct massive structures at an optimum location in a fully controlled environment with skilled labor and then transport an essentially complete structure great distances for installation in a severe marine environment. These structures include bridge foundations, tunnels, offshore platforms, gravity‐base structures, dams, airfields, breakwaters, surge barriers, and power stations harnessing energy from wave, wind, tides, and currents. It can be a truly exciting and satisfying adventure. Design for Construction of Marine Structures When designing a structure for the marine environment, it is essential to first envision the means, methods, and equipment needed to build the structure. This can be considered the initial construction engineering task of marine construction. This task includes design of systems to move extreme heavy loads vertically and horizontally both in and out of water, and design of systems to control and maintain buoyancy and stability during all in‐water construction phases including launch, transport, and immersion.