BSD Brand Eav2000 Series Anti-Vandal Rail Fastening System

Total Page:16

File Type:pdf, Size:1020Kb

BSD Brand Eav2000 Series Anti-Vandal Rail Fastening System BSD Brand eAV2000 Series Anti-Vandal Rail Fastening System PT. BINA SARANA DIRGANTARA Total Solution Concrete Railway Sleeper & Rail Fastening The BSD eAV2000 Rail Fastening System COMPONENT IDENTIFICATION BSD Brand eAV2000 Series Rail Clip BSD Brand High Viscosity Nylon Insulator BSD B rand Rail Pad Material option to suit application: High Density Poly Ethylene BSD Brand Spheroidal Graphite Iro n Natural Rubber Cast Shoulder (insert) Thermal Poly Urethane The BSD System Although the e-Series are increasingly being superseded by other system, these fastenings are still widely used in many countries around the world. They remain popular because they are simple, reliable, well-proven systems, suitable for every type of track and traffic condition. The BSD System combines heavy duty performance with long life durability. The high nominal toe-load provides safety and high level of creep resistance. The BSD System use high-wear resistance materials in the insulating components to ensure the longevity of the rail fastening system in track. 2 Copyrights Reserved The BSD eAV2000 Rail Fastening System THE VERSATILE FASTENING Assembly to suit UIC54 Rails on Concrete Railway Sleeper Assembly to suit UIC54 Rails on Concrete Railway Sleeper with Guard Rail Assembly to suit UIC54 Rails on Timber Railway Sleeper 3 Copyrights Reserved The BSD eAV2000 Rail Fastening System DESIGN FEATURES Fit and forget Self-tensioning clip on installation Few and simple components Clip continuous grip the rail under Non-threaded type rail fastening vibration No plastic dowels in sleeper Designed with self-locking anti-vandal Virtually maintenance free feature to prevent unauthorised removal Very long life components of clip Shoulder designed to last life of sleeper Requiring a special tool to remove the clip Resilient rail pad option i.e. HDPE, NR, PU High safety level and security Robust insulator option i.e. GRN, HVN Proven on all types of sleeper and ballast- Toe load up to 1400 kgf per clip less track Widely used in turnouts and crossings CLIP CRITERIA BSD rail clips can generate toe loads up to 1400 kgf, as appropriate to the application. Clip toe load is a function of bar diameter, the deflection, and the orientation of a clip in a given assembly design. BSD rail clips have a working deflection in the range of 10 to 14 mm sufficient to compensate for the manufacturing tolerances within the rail fastening assembly. BAR APPROX. DESIGN CLIP DIAMETER CLIP WEIGHT TOE LOAD SERIES (mm) (kg) (kgf) eAV2000 20 0.76 1100 - 1400 TYPICAL CHARACTERISTICS FOR BSD RAIL CLIPS TYPE eAV SERIES s 4 Copyrights Reserved The BSD eAV2000 Rail Fastening System INSULATORS Standard GRN Insulator Standard GRN Insulator Standard HVN Insulator Deep Post HVN for CSA-R42 for CSA-UIC54 for CSA-UIC54 Insulator for CSA-UIC60 Insulators are placed between the shoulder head and the rail foot. A range of nylon-based materials is used to provide the most effective insulating component combined with long-term durability. RAIL PADS HDPE Rail Pad for CSA-R42 NR Rail Pad for CSA-UIC54 PU Rail Pad for CSA-UIC60 and CSA-UIC54 In concrete ballasted track and concrete slab track the behaviour of the rail support system dominates the transfer of dynamic loading from the rail into the sleeper or the slab. BSD has over thirty years research experience into the design of the rail support and can offer a range of pads to meet all conditions of loading, speed and environment and can assist in the attenuation of vibration and noise. Special support assemblies can be designed and provided to deal with specific problems of noise and vibration. ANTI-VANDAL Whereas the majority of rail fastenings need to be easily inserted and extracted, in locations where vandalism is a problem there may be a need for a self-locking arrangement. The BSD Brand eAV2000 Rail Fastening System are designed with an anti-vandal feature. Automatically locked onto the heal-seat during installation by the engagement of interlocking projections, these clips can only be removed with a special extraction tool. 5 Copyrights Reserved The BSD eAV2000 Rail Fastening System TOTAL SOLUTION The BSD Brand eAV2000 Rail Fastening System complies to AREMA, AS, JIS and EN International Railway Standards. The BSD Brand eAV2000 Series Rail Fastening System complies to the Statement of Needs in the Technical Specification of rail fastening system for concrete and timber sleeper of PT. Kereta Api Indonesia (Persero). CG18 C ONCRETE SLEEPER COMPONENT CONFIGURATION QUANTITY DESCRIPTION COLOUR PART NUMBER REMARKS PER SLEEPER Rail Section As Rolled R42 UIC54 N.A. IS-546 shoulder is a heavy duty shoulder for Rail Fastening use on concrete sleeper type CG18, MG20 1. SGI Shoulder As Cast IS-546 IS-546 IS-546 4 and SG25. 2. Elastic Rail Clip Blue e-54-AV e-54-AV e-60-AV 4 e-54-AV clip is a long reach clip for use with 3. Insulator Black 42GRN 54GRN 54HVN 4 R42 and UIC54 rails on dual rail-seat-gauge 4. Rail Pad Black 54HDPE 54HDPE 54NR 2 concrete sleeper type CG18. e-60-AV clip is a normal reach clip for use Concrete Sleeper As Cast CG 18/216/54 1 with UIC54 and UIC60 rails on concrete sleeper type CG18, MG20 and SG25. MG20 C ONCRETE SLEEPER COMPONENT CONFIGURATION QUANTITY DESCRIPTION COLOUR PART NUMBER REMARKS PER SLEEPER Rail Section As Rolled UIC54 N.A. 54GRN is an economical Insulator for use with UIC54 Rail Fastening rails on concrete sleeper type MG20. 1. SGI Shoulder As Cast IS-546 IS-546 4 54HVN is a more durable Insulator for use with UIC54 2. Elastic Rail Clip Blue e-60-AV e-60-AV 4 rails on concrete sleeper type MG20. 3. Insulator Black 54GRN 54HVN 4 54HDPE Rail Pad is an economical version rail pad for 4. Rail Pad Black 54HDPE 54NR 2 use on concrete sleeper type CG18 and MG20. 54NR Rail Pad is a comfort version rail pad for use on Concrete Sleeper As Cast MG 20/216/54 1 concrete sleeper type CG18 and MG20. SG25 C ONCRETE SLEEPER COMPONENT CONFIGURATION QUANTITY DESCRIPTION COLOUR PART NUMBER REMARKS PER SLEEPER Rail Section As Rolled UIC60 N.A. 60HVN is a more durable Insulator for use with UIC60 Rail Fastening rails on concrete sleeper type SG25. 1. SGI Shoulder As Cast IS-546 4 60PU is a combined comfort and durability version Rail 2. Elastic Rail Clip Blue e-60-AV 4 Pad for use on concrete sleeper type SG25 3. Insulator Black 60HVN 4 4. Rail Pad Black 60PU 2 Concrete Sleeper As Cast SG 25/220/60 1 6 Copyrights Reserved The BSD eAV2000 Rail Fastening System ANTI-VANDAL CLIPS INSTALLATION OF CLIP ANTI-VANDAL FEATURE REMOVAL OF CLIP The B-Puller is a simple hand tool for easy Whereas the majority of rail fastenings need The B-Extractor is a special tool for easy and safe installation of BSD rail clips. to be easily inserted and extracted, in and safe extraction of BSD rail clips. Insert centre leg of clip into shoulder locations where vandalism is a problem there Position the shoe of the B-Extractor at housing. may be a need for a self-locking the base of the shoulder underneath the Position the shoe of the B-Puller at the base arrangement. rear arch of the clip of the shoulder BSD clips are designed with an anti-vandal Position the hook under the heel-seat of Place hook over the inside of the front arch feature. clip. of clip and ensure the lip of the hook is Automatically lock onto the heal seat during Taking up a natural stance behind the under the front arch of clip. installation by the engagement of interlocking B-Extractor, with both hands on the Taking up a natural stance behind the B- projections, these clips can only be removed handle at top of B-Extractor. Puller, with both hands on the handle at top with a special tool. Pull strongly towards chest until the clip of B-Puller. is removed from the shoulder. Pull strongly towards chest until the clip sit Designed to operate on a lever principle on the correct position. this B-Extractor can be used by Designed to operate on a lever principle this unskilled labour. B-Puller can be used by unskilled labour. INSTALLATION AND EXTRACTION OF BSD R AIL CLIPS Installation automatically generates the correct clamping force. No torque wrenches or other setting up procedure are required. Can be installed manually with simple hand tools TECHNICAL CHARACTERISTICS RAIL CLIP SHOULDER Material Silico Manganese Spring Steel Bar Material Spheroidal Graphite Cast Iron Toe Load 1,020 kgf minimum Tensile Strength 500 N/mm 2 minimum Clamping Force 2,040 kgf minimum Elongation 7% minimum Hardness 44 to 48 HRC Hardness 170 - 241 HB Fatigue Test 5 million cycles at deflection +0.5 -0.9 mm Finish Coating As cast (standard) Finish Coating Electrostatic Plastic Painting (standard) Electrostatic Plastic Painting (optional) INSULATOR RAIL PAD Material Glass Reinforced Nylon Grade 6.6 Material High Density Poly Ethylene High Viscosity Nylon Grade 66 Natural Rubber Hardness GRN : 95 Rockwell-R Polyurethane HVN : 95 Rockwell-R Hardness HDPE : 68 Shore D Impact Strength GRN : 18.5 kJ/m2 minimum NR : 70 IRHD PU : 42 Shore D HVN : 30.0 kJ/m2 minimum Impact Strength HDPE : 3.5 kJ/m 2 Electrical Volume GRN : 1 x 10 7 ohm.cm NR : N.A. PU : 190 kJ/m 2 Resistivity HVN : 1 x 10 7 ohm.cm Electrical Volume HDPE : 1 x 10 7 ohm.cm Life Time GRN : 12 years Resistivity NR : 1 x 10 8 ohm.cm PU : 1 x 10 8 ohm.cm HVN : 15 years Life Time HDPE : 10 years NR : 8 years PU : 12 years 7 Copyrights Reserved The BSD eAV2000 Rail Fastening System PT .
Recommended publications
  • Improving the Performance of Rail Fastening System Evaluation
    PAPER Improving the Performance of Rail Fastening System Evaluation Tadashi DESHIMARU,Improving Track the StructurePerfo randm aComponentsnce of R Laboratory,ail Fast Trackenin Structureg Syst Divisionem Ev aluation Shingo TAMAGAWA, Track Structures and Components Laboratory, Track Technology Division Masato NOGUCHI, Track Structures and ComponentsTadashi Laboratory, DESHIMA TrackRU Technology Division Track Structure and Components Laboratory, Track Structure Division Hiroo KATAOKA, Track Structures and Components Laboratory, Track Technology Division Shingo TAMAGAWA Masato NOGUCHI Hiroo KATAOKA RegardingTrack St rJapaneseuctures a ntestd C methodsompone nforts Lrailabo fasteningratory, Tr systems,ack Tech itn owaslogy confirmedDivision that the rail tilting angle obtained in a biaxial loading test did not agree with the angle calculatedRegarding using Japanese a conventional test methods rail tiltingfor rail analysis fastening model. systems, To address it was confirmedthis problem, that a the rail tilting angle obtained in a biaxial loading test did not agree with the, angle calculated us- ing calculationa conventional method rail fortilting biaxia analysisl loading model. using To an address FEM analysisthis problem, model a calculationwhere various method for stiffnessbiaxial loadingproperties using regarding an FEM the analysisrail fastening model, systems where can various be expressed stiffness as properties non-linearity regard, - ing wasthe railproposed fastening and systemsits validity can was be expressedconfirmed. as non-linearitIn
    [Show full text]
  • United States Patent [191 [111 ' ' 4,239,156 Skinner Et A1
    United States Patent [191 [111 ' ' 4,239,156 Skinner et a1. [45] Dec. 16, 1980 [54] PAD FOR RAILWAY RAIL FASTENINGS FOREIGN PATENT DOCUMENTS [75] Inventors: David H. Skinner, Donvale; Jeffrey 2253360. 5/1974 Fed. Rep. of Germany l6/DIG. l3 H. Brown, Armadale, both of 186334 11/1963 Sweden .................................. .. 238/349 Australia 896471. 5/1962 United Kingdom . .. 238/283 [73] Assignee: The Broken Hill Proprietary 938736 10/1963 United Kingdom ................... .. 238/283 Company Limited, Victoria, Primary Examiner-Randolph A. Reese , Australia Attorney, Agent, or Firm-Cushman, Darby- & Cushman [21] Appl. No.: 968,813 [57] ABSTRACT [22] Filed:' Dec. 12, 1978 An insulation pad for rails on sleepers, the pad compris [30] Foreign Application Priority Data ing a base section adapted, in use, to be interposed be~ tween a rail and an underlying sleeper, and two upper Dec. 23, 1977 [AU] Australia ............................ .. PD2885 sections adapted, in use, to extend over the respective [51] Int. Cl.3 .............................................. .. E01B 9/68 upper surfaces of the rail foot, the upper sections being [52] US. Cl. .................................... .. 238/277; 16/150; formed integrally with the base section, wherein the 16/DIG. 13; 238/196; 238/197; 238/283 upper sections are hingedly connected to the respective ' [58] Field of Search ............. .. 238/264, 265, 275, 276, side edges of the base section, which hinges are formed 238/277, 283, 287, 310, 382, 154, 187, 195, 196, by sections of pad material of reduced thickness, and 197, 205, 349; 16/143, 150, DIG. 13; D8/323, wherein the upper sections and the associated side edges 325 of the base section adjacent the respective hinges incor porate interlocking knuckle and groove arrangements [56] References Cited for resisting differential movement between the upper U.S.
    [Show full text]
  • Railroad Track Structure System Design Chairman: Thomas P
    A2M01: Committee on Railroad Track Structure System Design Chairman: Thomas P. Smithberger Railroad Track Structure System Design THOMAS P. SMITHBERGER, HDR Engineering, Inc. DAVID C. KELLY, Illinois Central Railroad ALFRED E. SHAW, JR., Shaw Engineering In the new millennium, designs for improved railroad track structure systems will increasingly be needed to ensure system safety, reliability, and profitability as the railroads strive to compete with other transportation modes for the movement of freight and passengers. Design improvements will be focused primarily on accommodating increased vehicle weights, faster operating speeds, and reduced track maintenance cycles. History supports this prediction. Design maximum axle loadings have increased over time, from 30 kips in 1880 to 50 kips in 1906 to 80 kips today (1) (1 kip = 1,000 lbs). Furthermore, the Association of American Railroads predicts that annual railroad train miles will grow from approximately 500 million in 1997 to more than 600 million by 2002, an increase of approximately 20 million train miles per year (2). [A corresponding growth in annual railroad tonnage, measured in million gross tons (MGT), will also occur.] A reemergence of passenger rail, operating jointly on trackage with freight traffic, will be part of this train-mile (and MGT) increase. Continued growth of commuter rail traffic around major urban areas, coupled with the proposed development of incremental high-speed intercity passenger rail corridors, will add to the total rail traffic on the U.S. railroad network. Innovative designs will be required to support this growth, both by increasing capacity in a cost-effective manner and by improving the performance of existing track.
    [Show full text]
  • Rail Fastening System KS with SKL W12 for Wooden Sleepers and Bearers
    ISRAEL RAILWAYS LTD. INFRASTRUCTURE DIVISION Technical Specification for Manufacture and Supply of Rail Fastening System KS with SKL W12 for Wooden Sleepers and Bearers No. E-01-0001.1 December 2019 ISRAEL RAILWAYS LTD Rail Fastening System KS with SKL W12 for Wooden Sleepers No. E-01-0001.1 December 2019 CONTENTS 1. SCOPE ........................................................................................................ 2 2. REFERENCE DOCUMENTS ........................................................................ 2 3. DEFINITIONS ............................................................................................. 4 4. GENERAL REQUIREMENTS ....................................................................... 5 5. SUB-COMPONENTS - REQUIREMENTS ..................................................... 6 5.1. TENSION CLAMPS ..................................................................................... 6 5.2. BASE PLATES............................................................................................. 7 5.3. DOUBLE SPRING WASHERS ...................................................................... 8 5.4. SLEEPER SCREWS ................................................................................... 10 5.5. T-HEAD BOLT AND NUTS........................................................................ 11 5.6. FLAT WASHERS ....................................................................................... 13 5.7. RAIL SEAT PADS.....................................................................................
    [Show full text]
  • Rail Transit Track Inspection and Maintenance
    APTA STANDARDS DEVEL OPMENT PROGRAM APTA RT-FS-S-002-02, Rev. 1 STANDARD First Published: Sept. 22, 2002 American Public Transportation Association First Revision: April 7, 2017 1300 I Street, NW, Suite 1200 East, Washington, DC 20006 Rail Transit Fixed Structures Inspection and Maintenance Working Group Rail Transit Track Inspection and Maintenance Abstract: This standard provides minimum requirements for inspecting and maintaining rail transit system tracks. Keywords: fixed structures, inspection, maintenance, qualifications, rail transit system, structures, track, training Summary: This document establishes a standard for the periodic inspection and maintenance of fixed structure rail transit tracks. This includes periodic visual, electrical and mechanical inspections of components that affect safe and reliable operation. This standard also identifies the necessary qualifications for rail transit system employees or contractors who perform periodic inspection and maintenance tasks. Scope and purpose: This standard applies to transit systems and operating entities that own or operate rail transit systems. The purpose of this standard is to verify that tracks are operating safely and as designed through periodic inspection and maintenance, thereby increasing reliability and reducing the risk of hazards and failures. This document represents a common viewpoint of those parties concerned with its provisions, namely operating/ planning agencies, manufacturers, consultants, engineers and general interest groups. The application of any standards, recommended practices or guidelines contained herein is voluntary. In some cases, federal and/or state regulations govern portions of a transit system’s operations. In those cases, the government regulations take precedence over this standard. The North American Transit Service Association (NATSA) and its parent organization APTA recognize that for certain applications, the standards or practices, as implemented by individual agencies, may be either more or less restrictive than those given in this document.
    [Show full text]
  • Railway Investigation Report R04t0161 Derailment
    RAILWAY INVESTIGATION REPORT R04T0161 DERAILMENT CANADIAN NATIONAL FREIGHT TRAIN Q-111-31-25 MILE 184.4, BALA SUBDIVISION BURTON, ONTARIO 25 JULY 2004 The Transportation Safety Board of Canada (TSB) investigated this occurrence for the purpose of advancing transportation safety. It is not the function of the Board to assign fault or determine civil or criminal liability. Railway Investigation Report Derailment Canadian National Freight Train Q-111-31-25 Mile 184.4, Bala Subdivision Burton, Ontario 25 July 2004 Report Number R04T0161 Summary At approximately 0923 eastern daylight time on 25 July 2004, Canadian National freight train Q-111-31-25, proceeding northward at 43 mph, derailed 13 multi-platform intermodal cars carrying 88 containers at Mile 184.38 of the Bala Subdivision near Burton, Ontario. Approximately 2300 feet of track was destroyed. There were no injuries. No dangerous goods were released. Ce rapport est également disponible en français. - 2 - Other Factual Information The Accident On 25 July 2004, at approximately 0923 eastern daylight time,1 Canadian National (CN)2 expedited intermodal freight train Q-111-31-25 (the train) departed Parry Sound, Ontario, destined for Winnipeg, Manitoba (see Figure 1). The train consisted of 2 locomotives, CN 2542 and CN 5546, and 28 loaded intermodal cars, a mix of single-platform, three-platform, and five-platform articulated well cars. It was 5919 feet long and weighed approximately 5750 tons. The train crew was composed of a locomotive engineer and a conductor. They met fitness and rest standards and were familiar with the subdivision. The conductor, designated by CN as a conductor locomotive operator (CLO),3 was at the locomotive controls.
    [Show full text]
  • TR PANDROLTEXT Zanas New
    by ?, address 1 TRACK SUPPORT SYSTEMS An Investigation into the reduction of short pitch corrugation formation in Milan Underground ....................................................................................................................................................pages 3, 4, 5 & 6 by G Diana, M Bocciolone, A Collina, Politecnico de Milano, Department of Mechanics, Italy The Tseung Kwan O Extension for MTR Corporation Limited, Hong Kong ....................................pages 7, 8, 9 & 10 by Hayden Kingsbury, Engineering Manager, Barclay Mowlem The PANDROL VIPA System on the Podpec˘ Steel Bridge, Slovenia..............................................................pages 11 & 12 by Igor Basa,˘ Chief of the Postojna, Track Maintenance Section, Slovenian Railways PANDROL VANGUARD on Railtrack ...............................................................................................................................pages 13 & 14 by Derek Brimicombe, Railtrack Thameslink 2000 Project PANDROL VANGUARD Baseplate ..................................................................................................................pages 19 & 20 15 & 16 PANDROL FASTCLIP PANDROL FASTCLIP on Banestyrelsen..............................................................................................................................page 17 & 8 by Jan Faister Hansen, Banestyrelsen PANDROL FASTCLIP Baseplate Assembly on SEPTA ...............................................................................................pages19 & 20 by Tony
    [Show full text]
  • Elastic Behaviour of Continuously Embedded Rail Systems
    PERIODICA POLYTECHNICA SER. CIV. ENG. VOL. 46, NO. 1, PP. 103–114 (2002) ELASTIC BEHAVIOUR OF CONTINUOUSLY EMBEDDED RAIL SYSTEMS Eszter LUDVIGH Department of Highway and Railway Engineering Budapest University of Technology and Economics H–1521 Budapest, Hungary Received: March 31, 2001 Abstract Due to the rapid development of railway technologies new solutions spread widely. A fast development can be noticed in the field of fastening systems. This study expounds a new fastening type, the continuously embedded rail system. Its laboratory testing was carried out in the Railway Structural Laboratory of the Budapest University of Technology and Economics. Keywords: permanent way, elastic fastening system. 1. Introduction Probably one of the most spectacular developments that permanent ways went through since the beginning of the railways can be seen in the improvement of fastening systems. This development became more rapid in the last decades, espe- cially in the last few years. It can be explained by the increasing demands of railway transport due to the competitive situation between transport means. The demands railways have to satisfy are the reduction of travel time, punctuality and comfort. These improvements are realised in practice by high-speed tracks and generally by continuously increasing speed. But these demands of railway traffic increase the severity of requirements a permanent way has to meet. One of the most important aspects transportations are judged by is protection of the environment. Basically it can be stated that railway is an environment friendly means of transport. In spite of this fact the damaging influences that are mostly noise- and vibration nuisance have to be decreased.
    [Show full text]
  • Fastenings 17/09/02
    RAIL FASTENINGS CEC/DG/012 Produced by Civil Engineering Conference Issue 1 For use by all Railway Civil Engineering Staff March 2003 Note These guidelines have been produced for the benefit of the rail industry and it is the author’s intention to permit free copy and distribution. No action under copyright law will be pursued. Printed copies are available from Heron Press. Network Rail is part of the Network Rail group of companies. Disclaimer The information contained is believed to be correct at the time of publication but standards and specifications do change.The reader must ensure that they refer to their latest instructions which this document does not supersede. Civil Engineering Conference, its members and Network Rail have used their best endeavours to ensure that the content, layout and text of this document are accurate, complete and suitable for its stated purpose. Conference and Network Rail make no warranties, express or implied, that compliance with the contents of this document is sufficient on its own to ensure safe systems of work or operation. Each user is reminded of their own responsibilities to ensure health and safety at work and their individual duties under health and safety legislation. Neither Conference nor Network Rail will be held responsible for any loss or damage arising from the adoption or use of anything referred to or contained in this publication. The inclusion of a process or product in this document should not be construed as an endorsement of that process or product by the Conference and Network
    [Show full text]
  • Laboratory Investigation of the Skl-Style Fastening System’S Lateral Load Performance Under Heavy Haul Freight Railroad Loads ⇑ Donovan E
    Engineering Structures 139 (2017) 71–80 Contents lists available at ScienceDirect Engineering Structures journal homepage: www.elsevier.com/locate/engstruct Laboratory investigation of the Skl-style fastening system’s lateral load performance under heavy haul freight railroad loads ⇑ Donovan E. Holder a, Matthew V. Csenge a, Yu Qian a, , Marcus S. Dersch a, J. Riley Edwards a, Brandon J. Van Dyk b a Department of Civil and Environmental Engineering, the University of Illinois at Urbana-Champaign, Urbana, IL 61801, USA b Vossloh Fastening Systems America, 233 South Wacker Dr., Suite 9730, Chicago, IL 60606, USA article info abstract Article history: Throughout the international railway community, there are many different designs of elastic fastening Received 13 October 2016 systems that have been developed to meet a variety of design specifications and performance expecta- Revised 23 January 2017 tions. Historically, in North America, the most common types of fastening systems used for concrete Accepted 13 February 2017 crossties are the Safelok I or e-clip systems. In recent years railroads have begun implementing the Skl-style (W) fastening system with concrete crossties in existing and new heavy haul freight railroad mainlines. The magnitude of lateral force applied to the Skl-style fastening system is important informa- Keywords: tion for both design and application purposes. Despite this importance, the lateral force applied to the Skl-style fastening system Skl-style fastening system in a heavy haul freight railroad environment has never been quantified to date. Lateral load path Elastic fastening systems To better understand how the Skl-style system performs under the magnitude of lateral loads observed Concrete crossties on heavy haul freight railroads, research was conducted by the Rail Transportation and Engineering Concrete sleepers Center (RailTEC) at the University of Illinois at Urbana-Champaign (UIUC).
    [Show full text]
  • Railroad Tie Responses to Directly Applied Rail Seat Loading in Ballasted Tracks: a Computational Study
    Proceedings of the 2012 Joint Rail Conference JRC2012 April 17-19, 2012, Philadelphia, Pennsylvania, USA JRC2012-74149 RAILROAD TIE RESPONSES TO DIRECTLY APPLIED RAIL SEAT LOADING IN BALLASTED TRACKS: A COMPUTATIONAL STUDY Hailing Yu and David Jeong Structures and Dynamics Division John A. Volpe National Transportation Systems Center Research and Innovative Technology Administration U.S. Department of Transportation Cambridge, MA 02142, U.S.A. ABSTRACT shed light on the rail seat deterioration failure mechanisms This paper describes work in-progress that applies the observed in some concrete ties. finite element (FE) method in predicting the responses of individual railroad crossties to rail seat pressure loading in a INTRODUCTION ballasted track. Both wood and prestressed concrete crossties Ties are an integral part of a railroad track system which are examined. The concrete tie is modeled as a heterogeneous also includes rails, rail pads, insulators, fasteners and ballast. medium with prestressing wires or strands embedded in a The main functions of a railroad tie include supporting the rails concrete matrix. The constitutive relations employed in the and transferring rail forces to the ballast bed, maintaining track models are: elasticity followed by damaged plasticity for the gauge and rail inclination, and insulating the rails electrically. concrete material, linear elastic bond-slip relations with Because of the relatively short service lives of timber ties, potential initiation and evolution of damage to the bond for the alternative tie materials such as concrete, steel and plastic steel-concrete interfaces, orthotropic elasticity followed by composites have been employed or explored. In particular, failure dictated by orthotropic stress criteria for the wood ties, concrete ties can be engineered to meet specific service extended Drucker-Prager plasticity for the granular and requirements and add overall stability and performance to a frictional ballast material, and elastic half space for the railroad track structure.
    [Show full text]
  • TCRP Report 57: Track Design Handbook for Light Rail Transit
    Chapter 7-Aerial Structures/Bridges Table of Contents 7.1 INTRODUCTION 7-1 7.2 DESIGN CODES 7-l 7.3 VEHICLE FORCES 7-2 7.4 TRACK CONFIGURATION 7-2 7.5 RAIL/STRUCTURE INTERACTION 7-4 7.5.1 General 7-4 7.5.2 Bearing Arrangement at the Piers 7-6 7.5.3 Rail/Structure Interaction Analysis 7-6 7.54 Rail Break/Rail Gap Occurrences 7-7 7.5.5 Terminating CWR on Aerial Structures 7-10 7.5.6 Types of Deck Construction 7-l 1 7.5.6.1 Ballast Deck Construction 7-12 7.5.6.2 Direct Fixation Deck Construction 7-12 7.6 DIRECT FIXATION FASTENERS 7-13 7.7 TYPES OF SUPERSTRUCTURE 7-14 7.8 REFERENCES 7-17 List of Figures Figure 7.21 Vehicle Bending Moments on Simple Spans 7-1 Figure 7.5.1 Radial Rail/Structure Interaction Forces 7-s Figure 7.5.2 Bearing Configurations for Elevated Structure Girders 7-6 Figure 7.53 Rail Break Gap Size predicted by Finite Computer Model 7-9 Figure 7.54 Tie Bar on Aerial Crossover 7-l I Figure 7.7.1 Typical Section of Elevated Structure Studied 7-15 Figure 7.7.2 Range of Deck Costs as a Function of Span Length and Beam Spacing of Structure 7-15 Figure 7.7.3 Range of Supporting Bent Costs as a Function of Span Length of Structure 7-15 Figure 7.7.4 Range of Foundation Costs for Different Soil Conditions as a Function of Span Length of Structure 7-15 Figure 7.7.5 Range of Total Costs of Elevated Structural System as a Function of Span Length for Different Soil Conditions 7-16 Figure 7.7.6 Average Ratio of Cost of Each Structural Subsystem to Total Cost of Structure-Founded in Good Soils 7-16 7-i Light Rail Track Design Handbook Figure 7.7.7 Average Ratio of Cost of Each Structural Subsystem to Total Cost of Structure-Founded in Poor Soils 7-16 Figure 7.7.8 Average Ratio of Cost of Supporting Structure and Foundation to Cost of Deck Structure for Different Soil Conditions 7-17 List of Tables Table 7.1 Effects of Unbroken Rail and Column Longitudinal Stiffness on Loads Transferred to the Substructure 7-8 Table 7.2 Comparison of Rail Break Gap Size by Different Formulas 7-10 7-ii CHAPTER 7-AERIAL STRUCTURES/BRIDGES 7.1 INTRODUCTION structures.
    [Show full text]