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Evaluation of a High Performance Concrete Box Girder Bridge
Evaluation of a High Performance Concrete Box Girder Bridge Andreas Greuel T. Michael Baseheart, Ph. D. Graduate Research Assistant Associate Professor of Civil University of Cincinnati Engineering Cincinnati, Ohio University of Cincinnati Cincinnati, Ohio Bradley T. Rogers Engineer LJB, Inc. As part of the FHWA (Federal Highway Admin- Dayton, Ohio istration) High Performance Concrete Bridge Program, two full-scale truckload tests of Bridge GUE-22-6.57 were carried out. The main ob- jectives of these tests were to investigate the static and dynamic response of the high perfor- Richard A. Miller, Ph. D. mance concrete (HPC) structure. A secondary Associate Professor of Civil Engineering objective was to investigate the load transfer University of Cincinnati between the box girders through experimental Cincinnati, Ohio middepth shear keys. The structure was loaded using standard Ohio Department of Transporta- tion (ODOT) dump trucks. A model test of the bridge was conducted as well. It was found that the bridge behavior is well predicted using sim- ple models. The bridge behaves as a single unit and all girders share the load almost equally. Bahram M. Shahrooz, Ph. D. The dynamic behavior of the bridge is typical Associate Professor of Civil for comparable structures. Engineering University of Cincinnati Cincinnati, Ohio 60 PCI JOURNAL he use of high performance con- located on US Route 22, a heavily in that the Ohio box girder has only a crete (HPC) can lead to more traveled two-lane highway near Cam- 5 in. (127 mm ) thick bottom flange Teconomical bridge designs be- bridge, Ohio. rather than the 5.5 in. -
Review on Applicability of Box Girder for Balanced Cantilever Bridge Sneha Redkar1, Prof
International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395 -0056 Volume: 03 Issue: 05 | May-2016 www.irjet.net p-ISSN: 2395-0072 Review on applicability of Box Girder for Balanced Cantilever Bridge Sneha Redkar1, Prof. P. J. Salunke2 1Student, Dept. of Civil Engineering, MGMCET, Maharashtra, India 2Head, Assistant Professor, Dept. of Civil Engineering, MGMCET, Maharashtra, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - This paper gives a brief introduction to the 1874. Use of steel led to the development of cantilever cantilever bridges and its evolution. Further in cantilever bridges. The world’s longest span cantilever bridge was built bridges it focuses on system and construction of balanced in 1917 at Quebec over St. Lawrence River with main span of cantilever bridges. The superstructure forms the dynamic 549 m. India can boast of one such long bridge, the Howrah element as a load carrying capacity. As box girders are widely bridge, over river Hooghly with main span of 457 m which is used in forming the superstructure of balanced cantilever fourth largest of its kind. bridges, its advantages are discussed and a detailed review is carried out. Concrete cantilever construction was first introduced in Europe in early 1950’s and it has since been broadly used in design and construction of several bridges. Unlike various Key Words: Bridge, Balanced Cantilever, Superstructure, bridges built in Germany using cast-in-situ method, Box Girder, Pre-stressing cantilever construction in France took a different direction, emphasizing the use of precast segments. The various advantages of precast segments over cast-in-situ are: 1. INTRODUCTION i. Precast segment construction method is a faster method compared to cast-in-situ construction method. -
Bridges Key Stage 2 Thematic Unit
Bridges Key Stage 2 Thematic Unit Supporting the Areas of Learning and STEM Contents Section 1 Activity 1 Planning Together 3 Do We Need Activity 2 Do We Really Need Bridges? 4 Bridges? Activity 3 Bridges in the Locality 6 Activity 4 Decision Making: Cantilever City 8 Section 2 Activity 5 Bridge Fact-File 13 Let’s Investigate Activity 6 Classifying Bridges 14 Bridges! Activity 7 Forces: Tension and Compression 16 Activity 8 How Can Shapes Make a Bridge Strong? 18 Section 3 Activity 9 Construction Time! 23 Working with Activity 10 Who Builds Bridges? 25 Bridges Activity 11 Gustave Eiffel: A Famous Engineer 26 Activity 12 Building a Bridge and Thinking Like an Engineer 28 Resources 33 Suggested Additional Resources 60 This Thematic Unit is for teachers of Key Stage 2 children. Schools can decide which year group will use this unit and it should be presented in a manner relevant to the age, ability and interests of the pupils. This Thematic Units sets out a range of teaching and learning activities to support teachers in delivering the objectives of the Northern Ireland Curriculum. It also supports the STEM initiative. Acknowledgement CCEA would like to thank The Institution of Civil Engineers Northern Ireland (ICE NI) for their advice and guidance in the writing of this book. Cover image © Thinkstock Do We Need Bridges? Planning together for the theme. Discovering the reasons for having, and the impact of not having, bridges. Writing a newspaper report about the impact of a missing bridge. Researching bridges in the locality. Grouping and classifying bridges. -
Bridges for Planes, Trains, but Not Automobiles by David A
bridges for Planes, Trains, buT noT auTomobiles By David A. Burrows, P.E., LEED AP BD+C ® British Airways 747 crossing beneath the Taxiway “R” bridge, June, 2012. Courtesy of City of Phoenix Aviation Department. Copyright s described in the August edition of STRUCTURE® maga- zine, Phoenix Sky Harbor International Airport opened the first stage of their automated transit system, PHX Sky Train™, on April 8, 2013. Thousands of passengers have already boarded the Sky Train and experienced the comfortable five A th minute ride from the 44 Street Station through the East Economy Lot Station, over Taxiway “R” (more than 100 feet above Sky Harbor Blvd.), ending at Terminal 4. The next phase, known as Stage 1A, is currently under con- struction and continues Sky Train’s route from Terminal 4 to Terminal 3. Scheduled to be open in early 2015, Stagemagazine 1A, similar to the Stage 1 construction,S faces theT task ofR crossing U an active C T U R E taxiway. Unlike the first Stage’s crossing above Taxiway “R”, the current phase of construction crosses beneath Taxiways “S” and “T”. Both Stages’ taxiway crossings presented several design and construction challenges. A US Airways jet passes beneath the Taxiway R crossing with the PHX Sky Train overhead. Courtesy of City of Phoenix Aviation Department. The World’s First In addition to the challenging geometry was the schedule constraint On Oct. 10, 2010, a celebration to mark the re-opening of Taxiway for constructing the bridge. Because the construction required the “R” was held by the City of Phoenix with members of the City’s taxiway to be closed, a limited shutdown period of six months was Aviation Department, designers, contractors and media watching possible due to airport operations. -
Single-Span Cast-In-Place Post-Tensioned Concrete
LRFD Example 1 1-Span CIPPTCBGB 1-Span Cast-in-Place Cast-in-place post-tensioned concrete box girder bridge. The bridge has a 160 Post-Tensioned feet span with a 15 degree skew. Standard ADOT 32-inch f-shape barriers will Concrete Box Girder be used resulting in a bridge configuration of 1’-5” barrier, 12’-0” outside [CIPPTCBGB] shoulder, two 12’-0” lanes, a 6’-0” inside shoulder and a 1’-5” barrier. The Bridge Example overall out-to-out width of the bridge is 44’-10”. A plan view and typical section of the bridge are shown in Figures 1 and 2. The following legend is used for the references shown in the left-hand column: [2.2.2] AASHTO LRFD Specification Article Number [2.2.2-1] AASHTOLRFD Specification Table or Equation Number [C2.2.2] AASHTO LRFD Specification Commentary [A2.2.2] AASHTO LRFD Specification Appendix [BDG] ADOT LRFD Bridge Design Guidelines Bridge Geometry Bridge length 160.00 ft Bridge width 44.83 ft Roadway width 42.00 ft Superstructure depth 7.50 ft Web spacing 9.25 ft Web thickness 12.00 in Top slab thickness 8.50 in Bottom slab thickness 6.00 in Deck overhang 3.33 ft Minimum Requirements The minimum span to depth ratio for a single span bridge should be taken as 0.045 resulting in a minimum depth of 7.20 feet. Use 7’-6” [Table 2.5.2.6.3-1] The minimum top slab thickness shall be as shown in the LRFD Bridge Design Guidelines. For a centerline spacing of 9.25 feet, the effective length is 8.25 feet resulting in a minimum thickness of 8.50 inches. -
Recent Technology of Prestressed Concrete Bridges in Japan
IABSE-JSCE Joint Conference on Advances in Bridge Engineering-II, August 8-10, 2010, Dhaka, Bangladesh. ISBN: 978-984-33-1893-0 Amin, Okui, Bhuiyan (eds.) www.iabse-bd.org Recent technology of prestressed concrete bridges in Japan Hiroshi Mutsuyoshi & Nguyen Duc Hai Department of Civil and Environmental Engineering, Saitama University, Saitama 338-8570, Japan Akio Kasuga Sumitomo Mitsui Construction Co., Ltd., Tokyo 104-0051, Japan ABSTRACT: Prestressed concrete (PC) technology is being used all over the world in the construction of a wide range of bridge structures. However, many PC bridges have been deteriorating even before the end of their design service-life due to corrosion and other environmental effects. In view of this, a number of innova- tive technologies have been developed in Japan to increase not only the structural performance of PC bridges, but also their long-term durability. These include the development of novel structural systems and the ad- vancement in construction materials. This paper presents an overview of such innovative technologies on PC bridges on their development and applications in actual construction projects. Some noteworthy structures, which represent the state-of-the-art technologies in the construction of PC bridges in Japan, are also pre- sented. 1 INTRODUCTION Prestressed concrete (PC) technology is widely being used all over the world in construction of wide range of structures, particularly bridge structures. In Japan, the application of prestressed concrete was first introduced in the 1950s, and since then, the construction of PC bridges has grown dramatically. The increased interest in the construction of PC bridges can be attributed to the fact that the initial and life-cycle cost of PC bridges, including repair and maintenance, are much lower than those of steel bridges. -
Over Jones Falls. This Bridge Was Originally No
The same eastbound movement from Rockland crosses Bridge 1.19 (miles west of Hollins) over Jones Falls. This bridge was originally no. 1 on the Green Spring Branch in the Northern Central numbering scheme. PHOTO BY MARTIN K VAN HORN, MARCH 1961 /COLLECTION OF ROBERT L. WILLIAMS. On October 21, 1959, the Interstate Commerce maximum extent. William Gill, later involved in the Commission gave notice in its Finance Docket No. streetcar museum at Lake Roland, worked on the 20678 that the Green Spring track west of Rockland scrapping of the upper branch and said his boss kept would be abandoned on December 18, 1959. This did saying; "Where's all the steel?" Another Baltimore not really affect any operations on the Green Spring railfan, Mark Topper, worked for Phillips on the Branch. Infrequently, a locomotive and a boxcar would removal of the bridge over Park Heights Avenue as a continue to make the trip from Hollins to the Rockland teenager for a summer job. By the autumn of 1960, Team Track and return. the track through the valley was just a sad but fond No train was dispatched to pull the rail from the memory. Green Spring Valley. The steel was sold in place to the The operation between Hollins and Rockland con- scrapper, the Phillips Construction Company of tinued for another 11/2 years and then just faded away. Timonium, and their crews worked from trucks on ad- So far as is known, no formal abandonment procedure jacent roads. Apparently, Phillips based their bid for was carried out, and no permission to abandon was the job on old charts that showed the trackage at its ' obtained. -
Framework for Improving Resilience of Bridge Design
U.S. Department of Transportation Federal Highway Administration Framework for Improving Resilience of Bridge Design Publication No. FHWA-IF-11-016 January 2011 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 use of the information contained in this document. This report does not constitute a standard, specification, or regulation. Quality Assurance Statement The Federal Highway Administration provides high-quality information to serve Government, industry, and the public in a manner that promotes public understanding. Standards and policies are used to ensure and maximize the quality, objectivity, utility, and integrity of its information. FHWA periodically reviews quality issues and adjusts its programs and processes to ensure continuous quality improvement. Framework for Improving Resilience of Bridge Design Report No. FHWA-IF-11-016 January 2011 Technical Report Documentation Page 1. Report No. 2. Government Accession No. 3. Recipient’s Catalog No. FHWA-IF-11-016 4. Title and Subtitle 5. Report Date Framework for Improving Resilience of Bridge Design January 2011 6. Performing Organization Code 7. Author(s) 8. Performing Organization Report No. Brandon W. Chavel and John M. Yadlosky 9. Performing Organization Name and Address 10. Work Unit No. HDR Engineering, Inc. 11 Stanwix Street, Suite 800 11. Contract or Grant No. Pittsburgh, Pennsylvania 15222 12. Sponsoring Agency Name and Address 13. Type of Report and Period Covered Office of Bridge Technology Technical Report Federal Highway Administration September 2007 – January 2011 1200 New Jersey Avenue, SE Washington, D.C. 20590 14. -
Polydron-Bridges-Work-Cards.Pdf
Getting Started You will need: A Polydron Bridges Set ❑ This activity introduces you to the parts in the set and explains what each of them does. A variety of traditional Polydron and Frameworks pieces are used in each of the activities. However, they are coloured to produce more realistic effects. For example, the traditional squares are black and used to represent the road on the bridge deck. Plinth ❑ On the right you can see the plinth or bridge base. All of the bridges use one or two of these. They give each bridge a firm base and allow special parts to be connected easily. Notice the two holes in the top on the plinth. These holes are for long struts. These can be seen in place below. ❑ The second picture shows the plinth with two right-angled triangles and a rectangle connected. All three of these parts clip into the plinth. Struts ❑ There are three different lengths of strut in the set. There are 80mm short struts that are used with the pulleys with lugs to carry cables. These are shown on the left. The lugs fit into long struts. On the Drawbridge 110mm short struts are used with ordinary pulleys and a winding handle. ❑ Long struts are also used to support the cable assembly of the Suspension Bridge and the Cable Stay Bridge. This idea can be seen in the picture on the right. ❑ Long struts are also used to connect the two sections of the Drawbridge. ® ©Bob Ansell Special Rectangles ❑ Special rectangles can be used in a variety of ways. -
Strengthening of a Long Span Prestressed Segmental Box Girder Bridge
Strengthening of a Long Span Prestressed Segmental Box Girder Bridge Bruno Massicotte The Grand-Mere Bridge in the province of Ph.D., P.Eng. Quebec, Canada, is a 285 m (935 ft) long, Associate Professor cast-in-place, segmental box girder bridge that Department of Civil Engineering Ecole Polytechnique de Montreal experienced several problems which resulted Montreal , Quebec, Canada in distress characterized by an increasing de Formerly, Bridge Design Engineer at the Quebec Ministry of Transportation flection combined with localized cracking. These defects were due mainly to insufficient prestressing causing high tensile stresses in the deck and possible corrosion of the pre stressing steel. To remedy this situation, the Quebec Ministry of Transportation strength ened the bridge by adding external prestress Andre Picard ing equivalent to 30 percent of the remaining Ph.D., P.Eng. internal prestressing. The paper describes the Professor Department of Civil Engineering causes of the distress and focuses on the as Universite Laval sumptions adopted in the analyses to deter Quebec City, Quebec, Canada mine the current state of the bridge. The tech Yvon Gaumond, P.Eng. nique and design criteria used in strengthening Bridge Design Chief Engineer the Grand-Mere Bridge are described. Also, Bridge Department the construction aspects and the various prob Quebec Ministry of Transportation lems met during the external prestressing op Quebec City, Quebec, Canada eration are discussed. The new technology and experience gained in strengthening this structure can be applied to both pretensioned and post-tensioned concrete bridges. he Grand-Mere Bridge, a 285 m (935 ft) long, cast-in Claude Ouellet, P.Eng. -
Cantilever Bridges: the Governor Harry W
CANTILEVER BRIDGES: THE GOVERNOR HARRY W. NICE MEMORIAL BRIDGE From a technical perspective, cantilever construction of a bridge defines a specific form of support of the bridge rather than a particular bridge type such as the truss or girder. Simply supported bridges are directly supported on piers and abutments, while continuous structures, as developed in both metal and reinforced concrete during the late nineteenth and early twentieth centuries, include spans that are continuous across one or more intermediate supports. By contrast, the cantilever form of support occurs when the support is at one end and the other end of the span is free. Cantilever bridges consist of a series of cantilevered spans including a main span and two anchor spans which flank it (Pennsylvania Historical and Museum Commission, and Pennsylvania Department of Transportation 1986:124). Based on historical research alone, cantilever bridges in Maryland appear to be represented by only one bridge, which may be briefly described in order to provide historic technological context for the evaluation of that bridge, the 1940 Governor Harry W. Nice Memorial Bridge carrying U.S. 301 over the Potomac River. Bridge historian J.A.L. Waddell noted that "the development of the cantilever. did not proceed very far until modern times, when the truss form of structure had become established and when iron and steel constituted the materials of construction" (Waddell 1916:7). Waddell and subsequent technological historians dated the major advent of modern cantilever bridges to the design and construction of the high bridge over the Kentucky River at Dixville in 1876-1877. -
Cable-Stayed Bridge from Wikipedia, the Free Encyclopedia Cable-Stayed Bridge
Cable-stayed bridge From Wikipedia, the free encyclopedia Cable-stayed bridge The Rio-Antirrio bridge in Greece Ancestor Suspension bridge Related None Side-spar cable-stayed bridge, Self- Descendant anchored suspension bridge, cantilever spar cable-stayed bridge Pedestrians, bicycles, automobiles, Carries trucks, light rail Span range Medium Steel rope, post-tensioned concrete Material box girders, steel or concrete pylons Movable No Design effort medium Falsework Normally none required A cable-stayed bridge is a bridge that consists of one or more columns (normally referred to as towers or pylons), with cables supporting the bridge deck. There are two major classes of cable-stayed bridges: In a harp design, the cables are made nearly parallel by attaching them to various points on the tower(s) so that the height of attachment of each cable on the tower is similar to the distance from the tower along the roadway to its lower attachment. In a fan design, the cables all connect to or pass over the top of the tower(s). Compared to other bridge types, the cable-stayed is optimal for spans longer than typically seen in cantilever bridges, and shorter than those typically requiring a suspension bridge. This is the range in which cantilever spans would rapidly grow heavier if they were lengthened, and in which suspension cabling does not get more economical, were the span to be shortened. History of development Cable-stayed bridge by the Renaissance polymath Fausto Veranzio, from 1595/1616 Cable-stayed bridges can be dated back to 1595, where designs were found in a book by the Venetian inventor Fausto Veranzio, called Machinae Novae.