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213.101 Scope.

This subpart prescribes minimum requirements for ballast, crossties, track assembly fittings, and the physical conditions of rails.

213.103 Ballast; general.

Unless it is otherwise structurally supported, all track shall be supported by material which will—

A) Transmit and distribute the load of the track and railroad rolling equipment to the sub grade;

B) Restrain the track laterally, longitudinally, and vertically under dynamic loads imposed by railroad rolling equipment and thermal stress exerted by the rails;

C) Provide adequate drainage for the track; and

D) Maintain proper track cross level, surface, and alignment.

213.109 Crossties.

A) Crossties shall be made of a material to which can be securely fastened.

B) Each 39 foot segment of track shall have-

    1) A sufficient number of crossties which in combination provide effective support that will-

        1) Hold gage within the limits prescribed in 213.53(B);

       11) Maintain surface within the limits prescribed in 213.63; and

        111) Maintain alignment within the limits prescribed in 213.55.

    2) The minimum number and type of crossties specified in paragraphs (C) and (D) of this section effectively distributed to support the entire segment; and

    3) At least one crosstie of the type specified in paragraphs (C) and (D) of this section that is located at a joint location as specified in paragraph (F) of this section.

C) Each 39 foot segment of: Class 1 track shall have five crossties; Classes 2 and 3 track shall have eight crossties; and Classes 4 and 5 track shall have 12 crossties, which are not:

     1) Broken through;

     2) Split or otherwise impaired to the extent the crossties will allow the ballast to work through, or will not hold spikes or rail fasteners;

     3) So deteriorated that the tie plate or base of rail can move laterally more than 1/2 inch relative to the crossties; or

    4) Cut by the tie plate through more than 40 percent of a ties’ thickness.

D) Each 39 foot segment of track shall have the minimum number and type of crossties as indicated in the following table (this paragraph (D) is applicable September 21, 2000).

E) Crossties counted to satisfy the requirements set forth in the table in paragraph (D) of this section shall not be—

1) Broken through;

    2) Split or otherwise impaired to the extent the crossties will allow the ballast to work through, or will not hold spikes or rail fasteners;

    3) So deteriorated that the tie plate or base of rail can move laterally 1/2 inch relative to the crossties; or

    4) Cut by the tie plate through more than 40 percent of a crosstie’s thickness "(this paragraph (E) is applicable September 21, 2000)."

F) Class 1 and Class 2 track shall have one crosstie whose centerline is within 24 inches of each rail joint location, and Classes 3 through 5 track shall have one crosstie whose centerline is within 18 inches of each rail joint location or, two crossties whose centerlines are within 24 inches either side of each rail joint location. The relative position of these ties is described in the following diagrams:

Each rail joint in Classes 1 and 2 track shall be supported by at least one crosstie specified in paragraphs (c) and (d) of this section whose centerline is within 48 inch; shown above.

Each rail joint in Classes 3 through 5 track shall be supported by either at least one crosstie specified in paragraphs (c) and (d) of this section whose centerline is within 36 inch; shown above, or:

Two crossties, one on each side of the rail joint, whose centerlines are within 24 inch; of the rail joint location shown above.

G) For track constructed without crossties, such as slab track, track connected directly to bridge structural components and track over servicing pits, the track structure shall meet the requirements of paragraphs (B)(1 )(1), (11), and (111) of this section.

213.110 Gage restraint 

measurement systems

A) A track owner may elect to implement a Gage Restraint Measurement System (GRMS), supplemented by the use of a Portable Track Loading Fixture (PTLF), to determine compliance with the crosstie and fastener requirements specified in 213.109 and 213.127 provided that—

    1) The track owner notifies the appropriate FRA Regional office at least 30 days prior to the designation of any line segment on which GRMS technology will be implemented; and

    2) The track owner notifies the appropriate FRA Regional office at least 10 days prior to the removal of any line segment from GRMS designation.

B) Initial notification under paragraph (a)(1) of this section shall include—

    1) Identification of the line segment(s) by timetable designation, milepost limits, class of track, or other identifying criteria; and

    2) The most recent record of million gross tons of traffic per year over the identified segment(s).

C) The track owner shall also provide to FRA sufficient technical data to establish compliance with the minimum design requirements of a GRMS vehicle which specify that—

    1) Gage restraint shall be measured between the heads of rail—

    A) At an interval not exceeding 16 inches;

    B) Under an applied vertical load of no less than 10,000 pounds per rail; and

    C) Under an applied lateral load which provides for a lateral/vertical load ratio between 0.5 and 1.25, and a load severity greater than 3,000 pounds but less than 8,000 pounds.

D) Load severity is defined by the formula—S=L-cV

Where—

S=Load severity, defined as the lateral load applied to the fastener system (pounds).

L=Actual lateral load applied (pounds).

c=Coefficient of friction between rail/tie which is assigned a nominal value of (0.4).

V=Actual vertical load applied (pounds).

E) The measured gage values shall be converted to a Projected Loaded Gage 24 (PLG 24) as follows—

Where—

UTG=Unloaded track gage measured by the GRMS vehicle at a point no less than 10 feet from any lateral or vertical load application.

LTG=Loaded track gage measured by the GRMS vehicle at a point no more than 12 inches from the lateral load application point.

A=The extrapolation factor used to convert the measured loaded gage to expected loaded gage under a 24,000 pound lateral load and a 33,000 pound vertical load.

For all track—

Note: The A factor shall not exceed (3.184) under any valid loading configuration.

where—

L=Actual lateral load applied (pounds).

V=Actual vertical load applied (pounds).

F) The measured gage value shall be converted to a Gage Widening Ratio (GWR) as follows—

G) The GRMS vehicle shall be capable of producing output reports that provide a trace, on a constant-distance scale, of all parameters specified in paragraph (l) of this section.

H) The GRMS vehicle shall be capable of providing an exception report containing a systematic listing of all exceptions, by magnitude and location, to all the parameters specified in paragraph (l) of this section.

I) The exception reports required by this section shall be provided to the appropriate person designated as fully qualified under 213.7 prior to the next inspection required under 213.233.

J) The track owner shall institute the necessary procedures for maintaining the integrity of the data collected by the GRMS and PTLF systems. At a minimum, the track owner shall—

    1) Maintain and make available to the Federal Railroad Administration documented calibration procedures on each GRMS vehicle which, at a minimum, shall specify a daily instrument verification procedure that will ensure correlation between measurements made on the ground and those recorded by the instrumentation with respect to loaded and unloaded gage parameters; and

    2) Maintain each PTLF used for determining compliance with the requirements of this section such that the 4,000-pound reading is accurate to within five percent of that reading.

K) The track owner shall provide training in GRMS technology to all persons designated as fully qualified under 213.7 and whose territories are subject to the requirements of this section. The training program shall be made available to the Federal Railroad Administration upon request. At a minimum, the training program shall address—

    1) Basic GRMS procedures;

    2) Interpretation and handling of exception reports generated by the GRMS vehicle;

    3) Locating and verifying defects in the field;

    4) Remedial action requirements;

    5) Use and calibration of the PTLF; and

    6) Recordkeeping requirements.

L) The GRMS record of lateral restraint shall identify two exception levels. At a minimum, the track owner shall initiate the required remedial action at each exception level as defined in the following table—

GRMS parameter

If measurement value exceeds

Remedial action required

First Level Exception

Second Level Exception

1) Definitions for the GRMS parameters referenced in this table are found in paragraph (p) of this section. 

2) This note recognizes that typical good track will increase in total gage by as much as \1/4\ inch due to outward rail rotation under GRMS loading conditions. For Class 2 & 3 track, the GRMS LTG values are also increased by \1/4\ inch to a maximum of 58 inches. However, for any Class of track, GRMS LTG values in excess of 58 inches are considered First Level exceptions and the appropriate remedial actions must be taken by the track owner. This \1/4\-inch increase in allowable gage applies only to GRMS LTG. For gage measured by traditional methods, or with the use of the PTLF, the table in § 213.53(b) will apply.

M) Between GRMS inspections, the PTLF may be used as an additional analytical tool to assist fully qualified 213.7 individuals in determining compliance with the crosstie and fastener requirements of 213.109 and 213.127. When the PTLF is used, whether as an additional analytical tool or to fulfill the requirements of paragraph (l), it shall be used subject to the following criteria—

    1) At any location along the track that the PTLF is applied, that location will be deemed in compliance with the crosstie and fastener requirements specified in 213.109 and 213.127 provided that—

    i) The total gage widening at that location does not exceed 5/8 inch when increasing the applied force from 0 to 4,000 pounds; and

    ii) The gage of the track under 4,000 pounds of applied force does not exceed the allowable gage prescribed in 213.53 (b) for the class of track.

    2) Gage widening in excess of 5/8 inch shall constitute a deviation from Class 1 standards.

    3) A person designated as fully qualified under 213.7 retains the discretionary authority to prescribe additional remedial actions for those locations which comply with the requirements of paragraph (m)(1)(i) and (ii) of this section.

    4) When a functional PTLF is not available to a fully qualified person designated under 213.7, the criteria for determining crosstie and fastener compliance shall be based solely on the requirements specified in 213.109 and 213.127.

    5) If the PTLF becomes non-functional or is missing, the track owner will replace or repair it before the next inspection required under 213.233.

    6) Where vertical loading of the track is necessary for contact with the lateral rail restraint components, a PTLF test will not be considered valid until contact with these components is restored under static loading conditions.

N) The track owner shall maintain a record of the two most recent GRMS inspections at locations which meet the requirements specified in 213.241(b). At a minimum, records shall indicate the following—

    1) Location and nature of each First Level exception; and

    2) Nature and date of remedial action, if any, for each exception identified in paragraph (n)(1) of this section.

O) The inspection interval for designated GRMS line segments shall be such that—

    1) On line segments where the annual tonnage exceeds two million gross tons, or where the maximum operating speeds for passenger trains exceeds 30 mph, GRMS inspections must be performed annually at an interval not to exceed 14 months; or

    2) On line segments where the annual tonnage is two million gross tons or less and the maximum operating speed for passenger trains does not exceed 30 mph, the interval between GRMS inspections must not exceed 24 months.

P) As used in this section—

    1) Gage Restraint Measurement System (GRMS) means a track loading vehicle meeting the minimum design requirements specified in this section.

    2) Gage Widening Ratio (GWR) means the measured difference between loaded and unloaded gage measurements, linearly normalized to 16,000 pounds of applied lateral load.

    3) L/V ratio means the numerical ratio of lateral load applied at a point on the rail to the vertical load applied at that same point. GRMS design requirements specify an L/V ratio of between 0.5 and 1.25. GRMS vehicles using load combinations developing L/V ratios which exceed 0.8 must be operated with caution to protect against the risk of wheel climb by the test wheelset.

    4) Load severity means the amount of lateral load applied to the fastener system after friction between rail and tie is overcome by any applied gage-widening lateral load.

    5) Loaded Track Gage (LTG) means the gage measured by the GRMS vehicle at a point no more than 12 inches from the lateral load application point.

    6) Portable Track Loading Fixture (PTLF) means a portable track loading device capable of applying an increasing lateral force from 0 to 4,000 pounds on the web/base fillet of each rail simultaneously.

    7) Projected Loaded Gage (PLG) means an extrapolated value for loaded gage calculated from actual measured loads and deflections. PLG 24 means the extrapolated value for loaded gage under a 24,000 pound lateral load and a 33,000 pound vertical load.

    8) Unloaded Track Gage (UTG) means the gage measured by the GRMS vehicle at a point no less than 10 feet from any lateral or vertical load.

213.113 Defective rails.

A) When an owner of track to which this part applies learns, through inspection or otherwise, that a rail in that track contains any of the defects listed in the following table, a person designated under 213.7 shall determine whether or not the track may continue in use. If he determines that the track may continue in use, operation over the defective rail is not permitted until—

    (1) The rail is replaced; or

    (2) The remedial action prescribed in the table is initiated.

Notes

A.  Assign person designated under 213.7 to visually supervise each operation over defective rail.

    A2. Assign person designated under 213.7 to make a visual inspection. After a visual inspection, that person may authorize operation to continue without continuous visual supervision at a maximum of 10 mph for up to 24 hours prior to another such visual inspection or replacement or repair of the rail.

B.   Limit operating speed over defective rail to that as authorized by a person designated under 213.7(a), who has at least one year of supervisory experience in railroad track maintenance. The operating speed cannot be over 30 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower. 

C. Apply joint bars bolted only through the outermost holes to defect within 20 days after it is determined to continue the track in use. In the case of Classes 3 through 5 track, limit operating speed over defective rail  to 30 mph until joint bars are applied; thereafter, limit speed to 50 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower. When a search for internal rail defects is conducted under 213.237, and defects are discovered in Classes 3 through 5 which require remedial action C, the operating speed shall be limited to 50 mph, or the maximum allowable speed under 213.9 for the class of  track concerned, whichever is lower, for a period not to exceed 4 days. If the defective has not been removed from the track or a permanent repair made within 4 days of the discovery, limit operating speed over the defective rail to 30 mph until joint bars are applied; thereafter, limit to 50 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower.

D.  Apply joint bars bolted only through the outermost holes to defect within 10 days after it is determined to continue the track in use. In the case of  Classes 3 through 5 track, limit operating speed over the defective rail to 30 mph or less as authorized by a person designated under 213.7(a), who has at least one year of supervisory experience in railroad track maintenance, until joint bars are applied; thereafter, limit speed to 50 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower.

E.   Apply joint bars to defect and bolt in accordance with 213.121 (d) and (e).

F.   Inspect rail 90 days after it is determined to continue the track in use.

G.   Inspect rail 30 days after it is determined to continue the track in use.

H.  Limit operating speed over defective rail to 50 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower.

I.   Limit operating speed over defective rail to 30 mph or the maximum allowable speed under 213.9 for the class of track concerned, whichever is lower.

B) As used in this section-

    1) Transverse fissure means a progressive crosswise fracture starting from a crystalline center or nucleus inside the head from which it spreads outward as a smooth, bright, or dark, round or oval surface substantially at a right angle to the length of the rail. The distinguishing features of a transverse fissure from other types of fractures or defects are the crystalline center or nucleus and the nearly smooth surface of the development which surrounds it.

    2) Compound fissure means a progressive fracture originating in a horizontal split head which turns up or down in the head of the rail as a smooth, bright, or dark surface progressing until substantially at a right angle to the length of the rail. Compound fissures require examination of both faces of the fracture to locate the horizontal split head from which they originate.

    3) Horizontal split head means a horizontal progressive defect originating inside of the rail head, usually one-quarter inch or more below the running surface and progressing horizontally in all directions, and generally accompanied by a flat spot on the running surface. The defect appears as a crack lengthwise of the rail when it reaches the side of the rail head.

    4) Vertical split head means a vertical split through or near the middle of the head, and extending into or through it. A crack or rust streak may show under the head close to the web or pieces may be split off the side of the head.

    5) Split web means a lengthwise crack along the side of the web and extending into or through it.

    6) Piped rail means a vertical split in a rail, usually in the web, due to failure of the shrinkage cavity in the ingot to unite in rolling.

    7) Broken base means any break in the base of the rail.

    8) Detail fracture means a progressive fracture originating at or near the surface of the rail head. These fractures should not be confused with transverse fissures, compound fissures, or other defects which have internal origins. Detail fractures may arise from shelly spots, head checks, or flaking.

    9) Engine burn fracture means a progressive fracture originating in spots where driving wheels have slipped on top of the rail head. In developing downward they frequently resemble the compound or even transverse fissures with which they should not be confused or classified.

    10) Ordinary break means a partial or complete break in which there is no sign of a fissure, and in which none of the other defects described in this paragraph (B) are found.

    11) Damaged rail means any rail broken or injured by wrecks, broken, flat, or unbalanced wheels, slipping, or similar causes.

   12) Flattened rail means a short length of rail, not at a joint, which has flattened out across the width of the rail head to a depth of 3/8 inch or more below the rest of the rail. Flattened rail occurrences have no repetitive regularity and thus do not include corrugations, and have no apparent localized cause such as a weld or engine burn. Their individual length is relatively short, as compared to a condition such as head flow on the low rail of curves.

    13) Bolt hole crack means a crack across the web, originating from a bolt hole, and progressing on a path either inclined upward toward the rail head or inclined downward toward the base. Fully developed bolt hole cracks may continue horizontally along the head/web or base/ web fillet, or they may progress into and through the head or base to separate a piece of the rail end from the rail. Multiple cracks occurring in one rail end are considered to be a single defect. However, bolt hole cracks occurring in adjacent rail ends within the same joint must be reported as separate defects.

    14) Defective weld means a field or plant weld containing any discontinuities or pockets, exceeding 5 percent of the rail head area individually or 10 percent in the aggregate, oriented in or near the transverse plane, due to incomplete penetration of the weld metal between the rail ends, lack of fusion between weld and rail end metal, entrainment of slag or sand, under-bead or other shrinkage cracking, or fatigue cracking. Weld defects may originate in the rail head, web, or base, and in some cases, cracks may progress from the defect into either or both adjoining rail ends.

    15) Head and web separation means a progressive fracture, longitudinally separating the head from the web of the rail at the head fillet area

213.115 Rail end mismatch.

Any mismatch of rails at joints may not be more than that prescribed by the following table—

213.119 Continuous welded rail (CWR); general.

Each track owner with track constructed of CWR shall have in effect and comply with a plan that contains written procedures which address the installation, adjustment, maintenance and inspection of CWR, inspection of joints in CWR; and a training program for the application of those procedures. The plan shall be submitted to the Federal Railroad Administration by March 22, 1999 FRA reviews each plan for compliance with the following—

A) Procedures for the installation and adjustment of CWR which include-

    1) Designation of a desired rail installation temperature range for the geographic area in which the CWR is located; and

    2) De-stressing procedures/methods which address proper attainment of the desired rail installation temperature range when adjusting CWR.

B) Rail anchoring or fastening requirements that will provide sufficient restraint to limit longitudinal rail and crosstie movement to the extent practical, and specifically addressing CWR rail anchoring or fastening patterns on bridges, bridge approaches, and at other locations where possible longitudinal rail and crosstie movement associated with normally expected train-induced forces, is restricted.

C) Procedures which specifically address maintaining a desired rail installation temperature range when cutting CWR including rail repairs, in-track welding, and in conjunction with adjustments made in the area of tight track, a track buckle, or a pull-apart. Rail repair practices shall take into consideration existing rail temperature so that—

   1) When rail is removed, the length installed shall be determined by taking into consideration the existing rail temperature and the desired rail installation temperature range; and

    2) Under no circumstances should rail be added when the rail temperature is below that designated by paragraph (A)(1) of this section, without provisions for later adjustment.

(D) Procedures which address the monitoring of CWR in curved track for inward shifts of alignment toward the center of the curve as a result of disturbed track.

(E) Procedures which control train speed on CWR track when-

    1) Maintenance work, track rehabilitation, track construction, or any other event occurs which disturbs the roadbed or ballast section and reduces the lateral or longitudinal resistance of the track; and

    2) In formulating the procedures under this paragraph (e), the track owner shall-

            1) Determine the speed required, and the duration and subsequent removal of any speed restriction based on the restoration of the ballast, along with sufficient ballast re-consolidation to stabilize the track to a level that can accommodate expected train-induced forces. Ballast re-consolidation can be achieved through either the passage of train tonnage or mechanical stabilization procedures, or both; and

            11) Take into consideration the type of crossties used.

F) Procedures which prescribe when physical track inspections are to be performed to detect buckling prone conditions in CWR track. At a minimum, these procedures shall address inspecting track to identify-

    1) Locations where tight or kinky rail conditions are likely to occur;

    2) Locations where track work of the nature described in paragraph (E)(1) of this section have recently been performed; and

    3) In formulating the procedures under this paragraph (F), the track owner shall—

            1) Specify the timing of the inspection; and

            11) Specify the appropriate remedial actions to be taken when buckling prone conditions are found.

G) procedures which prescribe the scheduling and conduct of physical track inspections to detect cracks and other indications of incipient failures in joints in CWR. This paragraph is effective January 3, 2006 

1) At a minimum, these procedures shall address periodic and special on-foot inspection of joints and of the track adjacent to joints, in order to identify--

   1) Joint bars with visible or otherwise detectable cracks;

  11) Loose, bent, missing joint bolts;

  111) Rail end batter or mismatch that contributes to impact loads and instability of the joint; and 

  1V) Evidence of excessive longitudinal rail movement in or near the joint, including, but not limited to, wide rail gap, defective joint bolts, disturbed ballast, surface deviations, gap between tie plates and rail, or displaced rail anchors.

2) In formulating the procedures under paragraph (G)(1) of this section, the track owner shall--

  1) Implement a system for identifying each joint by its location in track with sufficient precision that personnel can return to the joint and identify it with out ambiguity;

   11) List each joint in an inventory that will enable personnel to identify joints due for periodic inspection;

(iii) Specify the conditions of potential joint failure for which personnel must inspect, including, at a minimum, the items listed in paragraph (g)(1) of this section;

(iv) Specify the appropriate remedial actions, consistent with this part, that should be taken when personnel find conditions of potential joint failure; and

(v) Specify the timing of the inspections, which should be based on the configuration and condition of the joint. At a minimum, track owners must specify that all joints in CWR in track classes 4 and higher must be inspected before October 31, 2006 and within 190 days of the previous inspection hereafter; and all joints in CWR in track classes 3, and class 2 track on which passenger trains operate, must be inspected before April 30, 2007 and within 370 days of the previous inspection thereafter.

(3) In lieu of the requirements for the inspection of rail joints contained in paragraphs (g)(1) and (2) of this section, a track owner may seek approval from FRA to use alternate procedures.

(i) The track owner shall submit the alternate procedures and a supporting statement of justification to the Associate Administrator for Safety (Associate Administrator).

(ii) If the Associate Administrator finds that the alternate procedures provide an equivalent or higher level of safety than the requirements in paragraphs (g)(1) and (g)(2) of this section, the Associate Administrator will approve the alternate procedures by notifying the track owner in writing. The Associate Administrator will specify in the written notification the date on which the procedures will become effective, and after that date, the track owner shall comply with the procedures. If the Associate Administrator determines that the alternate procedures do not provide an equivalent level of safety, the Associate Administrator will disapprove the alternate procedures in writing, and the track owner shall continue to comply with the requirements in paragraphs (g)(1) and (2) of this section.

(iii) While a determination is pending with the Associate Administrator on a request submitted pursuant to paragraph (g)(3) of this section, the track owner shall continue to comply with the requirements contained in paragraphs (g)(1) and (2) of this section.

H) The track owner shall have in effect a comprehensive training program for the application of these written CWR procedures, with provisions for periodic re-training, for those individuals designated under 213.7 of this part as qualified to supervise the installation, adjustment, and maintenance of CWR track and to perform inspections of CWR track.

I) The track owner shall prescribe recordkeeping requirements necessary to provide an adequate history of track constructed with CWR. At a minimum, these records must include:

    (1) Rail temperature, location and date of CWR installations. This record shall be retained for at least one year; and

    (2) A record of any CWR installation or maintenance work that does not conform with the written procedures. Such record shall include the location of the rail and be maintained until the CWR is brought into conformance with such procedures.

3) Information on inspection of rail joints.

1) After the initial inspection of each joint in accordance with paragraph (G) of this section, the track owner must include in the record:

A) The location of each joint in CWR with such precision that the joint can be located and identified in the field with no ambiguity;

B) The results of the inspection of each joint; and 

C) Any remedial action required under the track owner's CWR plan.

11) Track owners shall maintain records required by paragraph (1)(3)(1) in accordance with 213.241.

J) As used in this section—

    1) Adjusting/de-stressing means the procedure by which a rails' temperature is readjusted to the desired value. It typically consists of cutting the rail and removing rail anchoring devices, which provides for the necessary expansion and contraction, and then re-assembling the track.

    2) Buckling incident means the formation of a lateral misalignment sufficient in magnitude to constitute a deviation from the Class 1 requirements specified in 213.55 of this part. These normally occur when rail temperatures are relatively high and are caused by high longitudinal compressive forces.

    3) Continuous welded rail (CWR) means rail that has been welded together into lengths exceeding 400 feet.

    4) Desired rail installation temperature range means the rail temperature range, within a specific geographical area, at which forces in CWR should not cause a buckling incident in extreme heat, or a pull apart during extreme cold weather.

    5) Disturbed track means the disturbance of the roadbed or ballast section, as a result of track maintenance or any other event, which reduces the lateral or longitudinal resistance of the track, or both.

    6) Mechanical stabilization means a type of procedure used to restore track resistance to disturbed track following certain maintenance operations. This procedure may incorporate dynamic track stabilizers or ballast consolidators, which are units of work equipment that are used as a substitute for the stabilization action provided by the passage of tonnage trains.

    7) Rail anchors means those devices which are attached to the rail and bear against the side of the crosstie to control longitudinal rail movement. Certain types of rail fasteners also act as rail anchors and control longitudinal rail movement by exerting a downward clamping force on the upper surface of the rail base.

    8) Rail temperature means the temperature of the rail, measured with a rail thermometer.

    9) Tight/kinky rail means CWR which exhibits minute alignment irregularities which indicate that the rail is in a considerable amount of compression.

    10) Train-induced forces means the vertical, longitudinal, and lateral dynamic forces which are generated during train movement and which can contribute to the buckling potential.

    11) Track lateral resistance means the resistance provided to the rail/crosstie structure against lateral displacement.

    12) Track longitudinal resistance means the resistance provided by the rail anchors/rail fasteners and the ballast section to the rail/crosstie structure against longitudinal displacement.

213.121 Rail joints

A) Each rail joint, insulated joint, and compromise joint shall be of a structurally sound design and dimensions for the rail on which it is applied.

B) If a joint bar on Classes 3 through 5 track is cracked, broken, or because of wear allows excessive vertical movement of either rail when all bolts are tight, it shall be replaced.

C) If a joint bar is cracked or broken between the middle two bolt holes it shall be replaced.

D) In the case of conventional jointed track, each rail shall be bolted with at least two bolts at each  joint in Classes 2 through 5 track, and with at least one bolt in Class 1 track.

E) In the case of continuous welded rail track, each rail shall be bolted with at least two bolts at each  joint.

F) Each joint bar shall be held in position by track bolts tightened to allow the joint bar to firmly support the abutting rail ends and to allow longitudinal movement of the rail in the joint to accommodate expansion and contraction due to temperature variations. When no-slip, joint-to-rail contact exists by design, the requirements of this paragraph do not apply. Those locations when over 400 feet in length, are considered to be continuous welded rail track and shall meet all the requirements for continuous welded rail track prescribed in this part.

G) No rail shall have a bolt hole which is torch cut or burned in Classes 2 through 5 track. (For Class 2 track, this paragraph (G) is applicable September 21, 1999.)

H) No joint bar shall be reconfigured by torch cutting in Classes 3 through 5 track.

213.122 Torch cut rail

A) Except as a temporary repair in emergency situations no rail having a torch cut end shall be used in Classes 3 through 5 track. When a rail end is torch cut in emergency situations, train speed over that rail end shall not exceed the maximum allowable for Class 2 track. For existing torch cut rail ends in Classes 3 through 5 track the following shall apply—

    1) Within one year of September 21, 1998, all torch cut rail ends in Class 5 track shall be removed;

    2) Within two years of September 21, 1998, all torch cut rail ends in Class 4 track shall be removed; and

    3) Within one year of September 21, 1998, all torch cut rail ends in Class 3 track over which regularly scheduled passenger trains operate, shall be inventoried by the track owner.

B) Following the expiration of the time limits specified in paragraphs (A)(1), (2), and (3) of this section, any torch cut rail end not removed from Classes 4 and 5 track, or any torch cut rail end not inventoried in Class 3 track over which regularly scheduled passenger trains operate, shall be removed within 30 days of discovery. Train speed over that rail end shall not exceed the maximum allowable for Class 2 track until removed.

213.123 Tie plates

A) In Classes 3 through 5 track where timber crossties are in use there shall be tie plates under the running rails on at least eight of any 10 consecutive ties.

B) In Classes 3 through 5 track no metal object which causes a concentrated load by solely supporting a rail shall be allowed between the base of the rail and the bearing surface of the tie plate. (This paragraph (B) is applicable September 21, 1999.)

213.127 Rail fastening systems.

Track shall be fastened by a system of components which effectively maintains gage within the limits prescribed in 213.53(B). Each component of each such system shall be evaluated to determine whether gage is effectively being maintained.

213.133 Turnouts and track crossings generally.

A) In turnouts and track crossings, the fastenings shall be intact and maintained so as to keep the components securely in place. Also, each switch, frog, and guard rail shall be kept free of obstructions that may interfere with the passage of wheels.

B) Classes 3 through 5 track shall be equipped with rail anchoring through and on each side of track crossings and turnouts, to restrain rail movement affecting the position of switch points and frogs. (For Class 3 track, this paragraph (B) is applicable September 21, 1999.)

C) Each flange way at turnouts and track crossings shall be at least 1 1/2 inches wide.

213.135 Switches.

A) Each stock rail must be securely seated in switch plates, but care shall be used to avoid canting the rail by over tightening the rail braces.

B) Each switch point shall fit its stock rail properly, with the switch stand in either of its closed positions to allow wheels to pass the switch point. Lateral and vertical movement of a stock rail in the switch plates or of a switch plate on a tie shall not adversely affect the fit of the switch point to the stock rail. Broken or cracked switch point rails will be subject to the requirements of 213.113, except that where remedial actions C, D, or E require the use of joint bars, and joint bars cannot be placed due to the physical configuration of the switch, remedial action B will govern, taking into account any added safety provided by the presence of reinforcing bars on the switch points.

C) Each switch shall be maintained so that the outer edge of the wheel tread cannot contact the gage side of the stock rail.

D) The heel of each switch rail shall be secure and the bolts in each heel shall be kept tight.

E) Each switch stand and connecting rod shall be securely fastened and operable without excessive lost motion.

F) Each throw lever shall be maintained so that it cannot be operated with the lock or keeper in place.

G) Each switch position indicator shall be clearly visible at all times.

H) Unusually chipped or worn switch points shall be repaired or replaced. Metal flow shall be removed to insure proper closure.

I) Tongue & Plain Mate switches, which by design exceed Class 1 and excepted track maximum gage limits, are permitted in Class 1 and excepted track.

213.137 Frogs.

A) The flange way depth measured from a plane across the wheel- bearing area of a frog on Class 1 track shall not be less than 1 3/8 inches, or less than 1 1/2 inches on Classes 2 through 5 track.

B) If a frog point is chipped, broken, or worn more than 5/8 inch down and 6 inches back, operating speed over the frog shall not be more than 10 m.p.h.

C) If the tread portion of a frog casting is worn down more than 3/8 inch below the original contour, operating speed over that frog shall not be more than 10 m.p.h.

D) Where frogs are designed as flange-bearing, flange way depth may be less than that shown for Class 1 if operated at Class 1 speeds.

213.139 Spring rail frogs.

A) The outer edge of a wheel tread shall not contact the gage side of a spring wing rail.

B) The toe of each wing rail shall be solidly tamped and fully and tightly bolted.

C) Each frog with a bolt hole defect or head-web separation shall be replaced.

D) Each spring shall have compression sufficient to hold the wing rail against the point rail.

E) The clearance between the hold down housing and the horn shall not be more than 1/4 of an inch.

213.141 Self-guarded frogs.

A) The raised guard on a self-guarded frog shall not be worn more than 3/8 of an inch.

B) If repairs are made to a self-guarded frog without removing it from service, the guarding face shall be restored before rebuilding the point.

213.143 Frog guard rails and guard faces; gage.

The guard check and guard face gages in frogs shall be within the limits prescribed in the following table—