Complete Manual Embedded Rail Systems on Bridges Design and Integration Directives and Realisation Methods of Edilon)(Sedra Corkelast® ERS (Embedded Rail Systems)
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Selected Problems in Railway Vehicle Dynamics Related to Running Safety
THE ARCHIVES OF TRANSPORT ISSN (print): 0866-9546 Volume 31, Issue 3, 2014 e-ISSN (online): 2300-8830 DOI: 10.5604/08669546.1146984 SELECTED PROBLEMS IN RAILWAY VEHICLE DYNAMICS RELATED TO RUNNING SAFETY Ewa Kardas-Cinal Warsaw University of Technology, Faculty of Transport, Warsaw, Poland e-mail: [email protected] Abstract: The paper includes a short review of selected problems in railway vehicle-track system dynamics which are related to the running safety. Different criteria used in assessment of the running safety are presented according to the standards which are in force in Europe and other countries. Investigations of relevant dynamic phenomena, including the mechanism of railway vehicle derailment, and the resulting modifications of the running safety criteria are also discussed. Key words: railway vehicle, dynamics, running safety, derailment 1. Introduction and a great development in the field of modeling of Among the first problems that have emerged in the the railway vehicle-track systems and simulations early development of the railways was guidance of of their motion, remain valid and are still used in the railway vehicle along the track and the the analysis of the dynamics of such systems. associated excessive wear of wheel flanges. Solution to both problems was achieved in the 2. Investigations of railway vehicle dynamics second and third decades of the nineteenth century The first realistic model of railway vehicle by the introduction of a conical wheel tread and a dynamics was proposed by Frederick W. Carter – a clearance between wheel flange and the rail head. British engineer who graduated in mathematics at This was primarily the result of empirical the University of Cambridge. -
Review and Summary of Computer Programs for Railway Vehicle Dynamics (Final Report), 1981
9( <85 W f Review and Sum m ary of U.S. D epartm ent of Transportation Computer Programs for Federal Railroad Administration Railway Vehicle Dynam ics Office of Research and Development Washington, D.C. 20590 FRA/ORD-81/17 February 1981 Document is available to the U.S. Final Report public through the National Technical information Service, Walter D. Pilkey and Staff Springfield, Virginia 22161 School of Engineering and Applied Science University of Virginia 03 - Rail Vehicles at Charlottesville, V A 22901 Components NOTICE This document is disseminated under the sponsorship of the U.S.Department of Transportation in the interest of information exchange. The United States Government assumes no liability for the contents or use thereof. NOTICE The United States Government does not endorse products of manufacturers. Trade or manufacturer's names appear herein solely because they are considered essential to the object of this report. Technical Report Documentation Page 1. Report No. 2. Governm ent A c c e s s io n N o. 3. R e c ip ie n t 's C a t a lo g No. FRA/0R&D-81/17 . 4. Title and Subtitle 5. R e p o rt D ate REVIEW AND SUMMARY OF COMPUTER PROGRAMS FOR RAILWAY February 1981 VEHICLE DYNAMICS . Q. 6. Performing Organization Code 8. Performing Orgoni zofion Report No. 7. A u th o r's) UVA-529162-MAE80-101 Walter D. Pilkey 9. Performing Organization Name and Address 10. Work Unit No. (TRAIS) School of Engineering and Applied Science, University of Virginia 11. Contract or Grant No. -
Town Standards Index (Select to View) • Collector Street Cross Section
Town Standards Index (select to view) • Collector Street Cross Section - Standard #3.00 • Collector Street Cross Section w/ Bike Lanes - Standard #3.01 • Local Street Cross Section - Standard #3.02 • Local Street Cross Section (No Curb) - Standard #3.03 • Industrial Street Cross Section - Standard #3.04 • 4-Lane Divided Street Cross Section - Standard #3.05 • Alley Cross Section - Standard #3.06 • Greenway Asphalt Path Cross Section - Standard #3.07 • Utility Trench Pavement Repair - Standard #3.08 • Typical Pavement Repair - Standard #3.09 • Standard Driveway Turnout - Standard #3.12 • Standard Curb & Gutter - Standard #3.13 • Median Curb - Standard #3.14 • Rolled Curb - Standard #3.15 • Residential Cul-de-sac - Standard #3.16 • Barricade for Dead End Streets - Standard #3.17 • Standard Concrete Drop Inlet - Standard #4.10 • Standard Brick Drop Inlet - Standard #4.11 • Standard Drop Inlet Grates - Standard #4.12 • Standard Concrete Catch Basin - Standard #4.13A • Standard Concrete Catch Basin - Standard #4.13B • Standard Brick Catch Basin - Standard #4.14A • Standard Brick Catch Basin - Standard #4.14B • HDPE Pipe - Standard #4.16 • Trench Installation for HDPE - Standard #4.16A • Polypropylene Pipe - Standard #4.17 • Trench Installation for Polypropylene - Standard #4.17A • Dissimilar Pipe Connections to RCP - Standard #4.18 • Curb Ramps - Standard #5.00 • Curb Ramps - New Development - Standard #5.01 • Curb Ramps - New Development - Standard #5.02 • Curb Ramps - New Development - Standard #5.03 • Curb Ramps - Retrofit - Standard #5.04 -
BACKTRACK 22-1 2008:Layout 1 21/11/07 14:14 Page 1
BACKTRACK 22-1 2008:Layout 1 21/11/07 14:14 Page 1 BRITAIN‘S LEADING HISTORICAL RAILWAY JOURNAL VOLUME 22 • NUMBER 1 • JANUARY 2008 • £3.60 IN THIS ISSUE 150 YEARS OF THE SOMERSET & DORSET RAILWAY GWR RAILCARS IN COLOUR THE NORTH CORNWALL LINE THE FURNESS LINE IN COLOUR PENDRAGON BRITISH ENGLISH-ELECTRIC MANUFACTURERS PUBLISHING THE GWR EXPRESS 4-4-0 CLASSES THE COMPREHENSIVE VOICE OF RAILWAY HISTORY BACKTRACK 22-1 2008:Layout 1 21/11/07 15:59 Page 64 THE COMPREHENSIVE VOICE OF RAILWAY HISTORY END OF THE YEAR AT ASHBY JUNCTION A light snowfall lends a crisp feel to this view at Ashby Junction, just north of Nuneaton, on 29th December 1962. Two LMS 4-6-0s, Class 5 No.45058 piloting ‘Jubilee’ No.45592 Indore, whisk the late-running Heysham–London Euston ‘Ulster Express’ past the signal box in a flurry of steam, while 8F 2-8-0 No.48349 waits to bring a freight off the Ashby & Nuneaton line. As the year draws to a close, steam can ponder upon the inexorable march south of the West Coast Main Line electrification. (Tommy Tomalin) PENDRAGON PUBLISHING www.pendragonpublishing.co.uk BACKTRACK 22-1 2008:Layout 1 21/11/07 14:17 Page 4 SOUTHERN GONE WEST A busy scene at Halwill Junction on 31st August 1964. BR Class 4 4-6-0 No.75022 is approaching with the 8.48am from Padstow, THE NORTH CORNWALL while Class 4 2-6-4T No.80037 waits to shape of the ancient Bodmin & Wadebridge proceed with the 10.00 Okehampton–Padstow. -
( Crcp ) Transverse Construction Header Joint
OKLAHOMA DEPARTMENT OF TRANSPORTATION STANDARD REVISIONS T DESCRIPTION DATE N . E T M I E C A ONG L L S P R E R ' 26'-0'' CONTINUOUS REINFORCED LONGITUDINAL CONSTRUCTION JOINT DIRECTION L O A A 12 SEE DETAIL B F AN B CONCRETE PAVEMENT ( SEE DETAIL THIS SHEET ) OF TRAFFIC SEE DETAIL A C . L I S 12'-0'' 14'-0'' F PAVEMENT DESIGN DATA - ( C.R.C.P. ) T T I N R JOINTED CONC. I M E E W C C W SHOULDER 90 I L FIRST BAR Y LONGITUDINAL L FIRST BAR T V L R TRANS. NO. LBS. JOINT DESIGN SLAB BAR SPACING DES. #5 BAR OF PER 2 / TYPE THICK- SIZE (%) RAMP T LENGTH BARS SY 90 TAPER T JUNCTURE CC RAMP NESS W Y ECTION OINTED P DIR DOWEL J IC A1 8" 25'-1 1/2" #6 4 7/8" 7 3/4" 40 25.3 0.71 F TRAFF O T TRANSVERSE BAR LENGTH W MINUS W MINUS N A 9" 25'-0 3/16" #6 5 9/16" 6 11/16" 46 27.7 0.72 " E ETE OR 1/2 BAR DIA. 1/2 BAR DIA. 0 - NCR M O ' INTED C NT B 10" 24'-11 3/4" #7 5 11/16" 8 1/8" 38 30.2 0.73 JO EME E ETE PAV TYPICAL DOWEL JOINTED ENTRANCE RAMP CONCR 26 HALT ) B1 11" 25'-1 1/2" #7 4 13/16" 7 3/8" 42 33.5 0.73 SP T A ANS AV ( SEE PL 26'-0" WIDE PAVEMENT SECTION P N . -
Rmanent Steel Plates 3" Xo.D‰" 6 " 6 " ( T Y P
````` (Opposite Handle Not Shownfor Lifting Handle Steel TubeSleeve 6" x‰" Permanent Steel Plates 3" xO.D‰" 6" 6" (Typ.) Bollard Clarity) Clear (Typ.) ˆ" O.D. x‰"Steel 2 •"x A Tube Post 3" (Typ.) REMOVABLE SQUAREBOLLARD 2" (Typ.) 6" (Typ.) (Typ.) …" Rad. Two Each-6"x‰"SteelPlates SECTION A-A Yellow Reflective Lane Width+1' Sheeting (Typ.) PLAN BOLLARD PLACEMENT 2" Wide ‚" ELEVATION VIEW 1 •" 1 •" 1 ƒ" •" ƒ " Slot 18" 1" Bikeway | ƒ " ‚ " ‚" 6" (Typ.) ‚" 1 • " ‚" ‚ " Bollard Removable Steel Plate Rod (Typ.) Solid Steel ‰" dia. Handles Lifting Lane Width+1' A (Opposite Handle Not Shownfor Lifting Handle 6" x‰" Steel Plates 6" 6" (Typ.) Clarity) B Nominal Steel Steel Pipe 3" Nominal Pipe Post Sleeve REMOVABLE ROUNDBOLLARD 2 •" 2" (Typ.) Clear ‘" Bollard Permanent (Typ.) …" Rad. Two Each-6"x‰"SteelPlates SECTION B-B PLAN ‚" 1 Š" •" 1 Œ" 1 —" 1" ƒ " Slot Bollards (Typ.) ƒ " ‚ " ‚" See DETAIL"A" Š" Permanent Bollard (Typ.) 1 • " ‚" ‚ " Steel Plate Removable Steel Rod(Typ.) ‰" dia.Solid BOLLARD PLACEMENT B PLAN VIEW Note: PlacePadlockon | the SideFacingAway Bikeway From Intersection. Lifting HandlesNotShownforClarity roadwayClearZone. belocatedoutsidethe * NOTE:Bollardsshould 30' (min.) From Pavement Edge Unless Otherwise Shown on the Plans * | Roadway 1'-0" PLAN VIEW DETAIL "A" 1'-0" shall beomitted.Encasepostsdirectlyinconcrete. Bollards, exceptthatthesteelplates,sleevesandliftinghandles PERMANENT BOLLARDS:PermanentBollardsshallbethesameasRemovable (drawn seamlesstubes&plates),B211(rods),andF901(bolts). meeting thefollowingASTMSpecifications:B209(plate),210or241 -
Concrete Joints
THE CITY OF GALVESTON CONCRETE JOINTS SECTION 02523 CONCRETE JOINTS PART 1 G E N E R A L 1.01 SECTION INCLUDES A. Joints for concrete paving; concrete sidewalks; and curbs, and curb and gutter. B. Saw-cutting existing concrete or asphalt pavements for new joints. 1.02 UNIT PRICES A. No separate payment will be made for concrete joints under this Section. Include payment in unit price for Concrete Paving. B. No separate payment will be made for formed or sawed street pavement contraction joints and longitudinal weakened plane joints. Include payment in unit price for Concrete Paving. C. No separate payment will be made for joints or sawcutting for Curb, Curb and Gutter; Concrete Sidewalks; Wheelchair Ramps; and Concrete Driveways. Include payment in unit price for Curb and Gutter; Concrete Sidewalks; Wheelchair Ramps; and Concrete Driveways. 1.03 SUBMITTALS A. Submit product data and samples in accordance with requirements of all sections and provisions of these specifications. B. Submit product data for joint sealing compound and proposed sealing equipment for approval. C. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. PART 2 P R O D U C T S 2.01 MATERIALS A. Board Expansion Joint Material: Filler board of selected stock. Use wood of density and type as follows: 1. Clear, all-heart cypress weighing no more than 40 pounds per cubic foot, after being oven dried to constant weight. 02523-1 THE CITY OF GALVESTON CONCRETE JOINTS 2. Clear, all-heart redwood weighing no more than 30 pounds per cubic foot, after being oven dried to constant weight. -
Chapter 3. Driveways, Sidewalks, and Other Non- Motorized Facilities
CHAPTER 3. DRIVEWAYS, SIDEWALKS, AND OTHER NON- MOTORIZED FACILITIES 3.1 Driveways This section provides driveway standards for connections to public and private roads. It is not the intent of these Standards to govern design or location of driveways on private property except where they connect to the road right-of-way. No new driveway connection shall be constructed which does not conform to this chapter and minimum sight distance criteria established in 2.12 and 2.13. A. Dimensions, slope, and detail shall be as indicated in Figures 3-003, through 3-009, as further specified in the following subsections. See Section 2.13 for entering sight distance and 2.12 for stopping sight distance requirements. B. New Driveways Requirements: 1. Driveways directly giving access to arterials will be denied if alternate access is available. 2. Maintenance of driveway approaches shall be the responsibility of the owner whose property they serve. 3. Driveways shall be paved with asphalt, or approved surface, between the edge of the paved surface and the right-of-way line, except when on curb and gutter section roadways. See Figure 3-003. 4. For driveways crossing an open ditch section, culverts shall be adequately sized to carry anticipated storm water flows and in no case be less than 12 inches in diameter, and at a minimum the culvert shall be equal to or larger than existing pipes within 500 feet upstream. Pipe should be long enough to allow for the minimum 3:1 beveled ends, figure 7-001. The property owner making the installation shall be responsible for determining proper pipe size. -
Detail of Expansion Joint Various Examples for Use
REV. 7-1-72: CHANGED DEPARTMENT NAME. REV. 1-1-76: CHANGED DWG. NO. EXPANSION GRASS PLOT FROM P-S-7a(68) TO RP-S-7. JOINT EXPANSION JOINT POLE REV. 5-14-87: ADDED EXPANSION JOINTS BETWEEN CURB AND SIDEWALK. EXPANSION REV. 4-15-91: REDREW, RENAMED JOINT AND REORGANIZED SHEET. MOVED 1 INFORMATION REGARDING CONCRETE STEPS TO DWG. NO. RP-S-8. SIDEWALK GRASS PLOT SIDEWALK REV. 7-29-96: CHANGED GENERAL NOTE G . EXPANSION JOINT REV. 5-7-13: ADDED MAIL BOX SIDEWALK EXPANSION DETAIL. SIDEWALK JOINT SIDEWALK REV. 6-4-13: REVISED NOTES WALKWAY C AND G AND ADDED NOTE L. EXPANSION GRASS JOINT PLOT VARIOUS EXAMPLES FOR USE OF PREMOLDED FIBER EXPANSION JOINTS IN SIDEWALKS EXPANSION JOINTS ARE TO BE PLACED 25 TO 30 FEET FOOTNOTE APART DEPENDING ON TRANSVERSE JOINT MARKINGS. 1 LEAVE SQUARE CUTOUT IN SIDEWALK. IT WILL BE DIAMETER OF POLE PLUS SIXTEEN INCHES. IT WILL BE BORDERED BY HALF EXPANSION TRANSVERSE JOINT MARKINGS EXPANSION INCH EXPANSION JOINT. JOINT JOINT MAIL BOX 2 LEAVE 12"X12" OPENING IN SIDEWALK OPENING FOR MAIL BOX POST. ORIENT BOXES TO 2 FACE THE DIRECTION OF ONCOMING TRAFFIC. EDGE OF MAIL BOX SHALL NOT A OVERHANG THE CURB. GRASS PLOT CURB 12" 41"-45" GENERAL NOTES CURB 12" A FOR SPECIFICATIONS SEE "STANDARD 5 FOOT SIDEWALK WITH GRASS PLOT SPECIFICATIONS FOR ROAD AND BRIDGE SIDEWALK CONSTRUCTION" OF THE TENNESSEE DEPARTMENT OF TRANSPORTATION. A B WHERE IT BECOMES NECESSARY TO REMOVE PARTS OF EXISTING CONCRETE SIDEWALKS EXPANSION JOINTS ARE TO BE PLACED 25 TO SECTION A-A OR RAMPS, THE RESULTING EDGES SHALL 30 FEET APART DEPENDING ON TRANSVERSE BE CUT TO A NEAT LINE, AND ANY JOINT MARKINGS AND THE NEED TO MATCH OFFSETS IN SUCH LINES SHALL BE MADE CURB EXPANSION JOINT WHERE SIDEWALK IS MAIL BOX DETAIL AT RIGHT ANGLES. -
Guide for Design of Jointed Concrete Pavements for Streets and Local Roads
ACI 325.12R-02 Guide for Design of Jointed Concrete Pavements for Streets and Local Roads Reported by ACI Committee 325 Jack A. Scott Norbert J. Delatte Chairman Secretary David J. Akers W. Charles Greer Robert W. Piggott Richard O. Albright John R. Hess David W. Pittman William L. Arent Mark K. Kaler Steven A. Ragan Jamshid M. Armaghani Roger L. Larsen* Raymond S. Rollings Donald L. Brogna Gary R. Mass Kieran G. Sharp Neeraj J. Buch* William W. Mein Terry W. Sherman Archie F. Carter James C. Mikulanec James M. Shilstone, Sr. Lawrence W. Cole* Paul E. Mueller Bernard J. Skar Russell W. Collins Jon I. Mullarky Shiraz D. Tayabji Mohamed M. Darwish Theodore L. Neff Suneel N. Vanikar Al Ezzy Emmanuel B. Owusu-Antwi David P. Whitney Luis A. Garcia Dipak T. Parekh James M. Willson Nader Ghafoori Thomas J. Pasko, Jr. Dan G. Zollinger* Ben Gompers Ronald L. Peltz *Significant contributors to the preparation of this document. The committee would also like to acknowledge the efforts of Robert V. Lopez and Dennis Graber. This guide provides a perspective on a balanced combination of pavement analyzing an elastic slab over a dense liquid subgrade, as modified by field thickness, drainage, and subbase or subgrade materials to achieve an observations and extended to include fatigue concepts. acceptable pavement system for streets and local roads. Such concrete pavements designed for low volumes of traffic (typically less than 100 Keywords: dowel; flexural strength; joint; pavement; portland cement; trucks per day, one way) have historically provided satisfactory perfor- quality control; reinforced concrete; slab-on-grade; slipform; subbase; mance when proper support and drainage conditions exist. -
Railway Car Dynamic Response to Track Transition Curve and Single Standard Turnout
Computers in Railways X 849 Railway car dynamic response to track transition curve and single standard turnout J. Droździel & B. Sowiński Warsaw University of Technology, Poland Abstract In this paper vehicle dynamic responses to clothoidal, sinusoidal and parabolic types of transition curves are considered. The responses such as vehicle motion and wheel-rail forces are significantly dependent on the type of curve. Also the dynamic interaction between the railway car and a track on a switch and a crossing of a standard turnout is considered. It was made for car-running direction “on” and “from” a switch facing point, and for nominal and geometrically imperfect track. The results imply the conclusion that specific transition curve and turnout parameters create a vital cause of dynamic interaction growth between a vehicle and a track. Keywords: vehicle, track, dynamics, transition curve, standard turnout. 1 Introduction In this paper, the railway car–track system dynamic interaction influenced by track transient excitations is presented. A few transition curves and a single standard turnout are taken into account. Simulation results are obtained and discussed for elastically moveable rails. Modern railway tracks designed for high speed traffic should meet a number of requirements regarding travel comfort and safety. Designed transition track geometry changes may cause additional dynamic forces which are dependent, among others, on the shape and magnitude of these changes. During track operation the changes are additionally affected by the state of track maintenance. They are also the cause of increased local degradation of track components. For analyzing dynamic processes of this type, an appropriate simulation model was elaborated. -
Bridge Deck Expansion Joints
16 TRANSPORTATION RESEARCH RECORD 1118 Bridge Deck Expansion Joints SABIR H. DAHIR AND DALE B. MELLOTT The ability of a bridge deck expansion joint to be smooth 2. Metal-reinforced expansion joint systems, with 11/2 lo 13 riding, durable, and waterproof is essential to the performance in. of movement, but generally 2 to 13 in. of movement. of the bridge superstructure. Recent developments in the de 3. Strip seals and armored expansion joint systems, includ sign, manufacture, and installation procedures for expansion ing preformed neoprene seals, with 1/2 to 4 in. of movement. dam systems have indicated a potential ability to meet these requirements. In this study, the characteristics and field per formance of modular expansion joint systems, metal-rein The bridge deck expansion joint systems that were evaluated forced elastomeric expansion dam systems, and gland-type in Pennsylvania are listed and abbreviated in this report as bridge expansion dam systems were evaluated. Results of the follows: field study are summarized and recommendations made on continued use of some systems, including neoprene seals for 1. Modular expansion joints- small movements (<2 in.), strip seals for intermediate move ments (up to 4 in.), and finger dams with neoprene troughs for ACMA AM large movements (>4 in.). Wabo-Maurer WM Delastiflex DE In 1984, the Pennsylvania Department of Transportation Finger dam FD (PennDOT) entered into a cooperative agreement with the 2. Metal-reinforced expansion joints- Federal Highway Administration (FHWA) to conduct a com prehensive statewide evaluation of all types of bridge deck Transflex TF expansion joints used in Pennsylvania. Waboflex WF Previous studies (1-4) conducted by the PennDOT on ex Unidam VD pansion joint systems have revealed varied performance and Fel Span FS snow plow damage.