Exhibit_24 _1_Oct_15.pdf

SECTION 34 11 00 Page 1

SECTION 34 11 00

RAILROAD TRACK AND ACCESSORIES

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO HB-17 (2002; Errata 2003; Errata 2005) Standard

Specifications for Highway Bridges

AASHTO M 288 (2006) Standard Specification for Geotextile

Specification for Highway Applications

AMERICAN RAILWAY ENGINEERING AND MAINTENANCE-OF-WAY ASSOCIATION

(AREMA)

AREMA Eng Man (2007) Manual for Railway Engineering

AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT)

ASNT CP-189 (2001) ASNT Standard for Qualification and

Certification of Nondestructive Testing Personnel

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2008) Structural Welding Code - Steel

AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA)

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes

AWPA C3 (2003) Piles - Preservative Treatment by Pressure

Processes

AWPA C6 (1999) Crossties and Switch Ties -

Preservative Treatment by Pressure Processes

AWPA M2 (2001) Standard for Inspection of Treated Wood Products

AWPA M6 (1996) Brands Used on Forest Products

AWPA P2 (2001) Standard for Creosote Solutions

ASTM INTERNATIONAL (ASTM)

ASTM A 242/A 242M (2004e1) Standard Specification for High-Strength

Low-Alloy Structural Steel

SECTION 34 11 00 Page 2

ASTM A 992/A 992M (2006a) Standard Specification for Structural Steel Shapes

ASTM C 117 (2004) Standard Test Method for Materials Finer than

75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C 127 (2007) Standard Test Method for Density, Relative

Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C 131 (2006) Standard Test Method for Resistance to

Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C 136 (2006) Standard Test Method for Sieve Analysis of

Fine and Coarse Aggregates

ASTM C 142 (1997; R 2004) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C 535 (2003e1) Standard Test Method for Resistance to

Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C 702 (1998; R 2003) Reducing Samples of Aggregate to

Testing Size

ASTM C 88 (2005) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM D 1241 (2007) Materials for Soil-Aggregate Subbase, Base, and Surface Courses

ASTM D 1310 (2001; R 2007) Flash Point and Fire Point of Liquids by Tag Open-Cup Apparatus

ASTM D 1556 (2007) Density and Unit Weight of Soil in Place by the Sand-Cone Method

ASTM D 1557 (2007) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D 217 (2002; R 2008) Cone Penetration of Lubricating Grease

ASTM D 2171 (2007) Viscosity of Asphalts by Vacuum Capillary

Viscometer

ASTM D 3740 (2008) Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction

ASTM D 3776 (2007) Mass Per Unit Area (Weight) of Fabric

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ASTM D 402 (2002) Distillation of Cut-Back Asphaltic (Bituminous) Products

ASTM D 4355 (2007) Deterioration of Geotextiles from Exposure to

Light, Moisture and Heat in a Xenon-Arc Type Apparatus

ASTM D 445 (2006) Standard Test Method for Kinematic Viscosity of Transparent and Opaque Liquids (and the Calculation of Dynamic Viscosity)

ASTM D 4491 (1999a; R 2004e1) Water Permeability of Geotextiles by Permittivity

ASTM D 4751 (2004) Determining Apparent Opening Size of a Geotextile

ASTM D 4791 (2005e1) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

ASTM D 566 (2002) Dropping Point of Lubricating Grease

ASTM D 6938 (2007a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D 75 (2003) Standard Practice for Sampling Aggregates

ASTM E 11 (2004) Wire Cloth and Sieves for Testing Purposes

ASTM F 405 (2005) Corrugated Polyethylene (PE) Tubing and

Fittings

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

MUTCD (2000) Manual of Uniform Traffic Control Devices

UNDERWRITERS LABORATORIES (UL)

UL 651 (2005; Rev thru May 2007) Standard for Schedule 40 and 80 Rigid PVC Conduit and Fittings

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-02 Shop Drawings

Bridge Repair; G

Two complete hard copies and one electronic copy in Adobe Acrobat (.pdf) and AutoCAD (.dwg) format on CD or DVD of shop drawings necessary for the construction and erection of the railroad bridge

SECTION 34 11 00 Page 4 work. Provide shop drawings made from measurements taken at the site wherever possible or from established measurements, when actual measurements are not available. The contractor is responsible for the accuracy of the established measurements, the information furnished to the subcontractors for the preparation of their Shop Drawings, and the checking of all Shop Drawings.

Drawings shall bear the stamp of a Professional Engineer.

As-Built Drawings; G

Two complete hard copies and one electronic copy in Adobe Acrobat (.pdf) and AutoCAD (.dwg) format on CD or DVD of the final as-built drawings for each automatic crossing protection installation prior to final acceptance by the Contracting Officer.

SD-03 Product Data

Wood Ties

Name of the tie manufacturer, Rail Tie Association membership, the wood species proposed, the quantities of ties for each specie proposed, and product data for the ties to be furnished, including the type of seasoning to be utilized, prior to ordering the ties.

Engineered Polymer Composite Ties

Name of the tie manufacturer, dimensions, and the pre-drill size as recommended by the tie manufacturer for the type and size fastening system being used.

Steel Ties

Name of the tie manufacturer, dimensions, type of fixation, and the chemical analysis of the steel.

New Jointed Rail; G Relay Rail; G Joint Bars Compromise Joint Bars

Manufacturer's data on new rail including: rail weight, rail section, drilling, rail length, date rolled, and the name of the mill where the rail was rolled. Include chemical analysis for Industrial Grade Rail. For relay rail the required information shall include weight, section, lengths, and the name of the supplier. Provide the maximum allowable vertical wear on the rail head and the maximum allowable horizontal wear on the side of the rail. The design of the joint bars and compromise joint bars proposed to be furnished with each rail section shall also be provided.

Miscellaneous Track Materials

Manufacturer's data for all track materials to be furnished.

Crossing Material or Surface

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Within 30 days of the Notice to Proceed, the brand name of the premanufactured crossing material or crossing surface material proposed for use along with manufacturer's literature concerning the product; and for built-in-place crossings, the type of materials to be used along with manufacturer's literature.

Detailed installation procedure for the premanufactured crossing material or crossing surface material proposed for use within 30 days of the notice to proceed.

Acceptable Replacement Materials; G

Performance data for components or products proposed as an equivalent to those specified. The Contracting Officer's written approval is required for any such equivalent type component or product proposed to be used.

Traffic Maintenance and Detour Plans; G

Traffic maintenance and detour plans for approval.

Thermite Welding Procedures; G

A detailed statement covering the step-by-step procedures to be employed in making the welds, including a complete description of each of the following items, as applicable, and any other essential characteristics included in the welding procedures:

a. The manufacturer's trade name for the welding process.

b. The method used for cutting and cleaning the rail ends. Flame cutting of rail ends will not be allowed.

c. The minimum and maximum spacing between rail ends.

d. The method used for maintaining the rails in alignment during welding.

e. The method used for preheating, including time and temperature.

f. The tapping procedure, including the minimum time required to cool the weld under the mold insulation.

g. The method used, including a description of special tools and equipment, for removing the upset metal and finishing the weld to the final contour.

h. Quality control procedures to be followed.

i. The contractual agreements with any subcontractor employed by the contractor in doing the work.

Electric Arc Welding

A detailed specification covering the step-by-step procedures to be employed in making the electric arc welds. A complete description

SECTION 34 11 00 Page 6 of each of the following items as applicable and any other essential characteristics shall be included in the procedure specifications.

a. Type, size, and capacity of electric welding machine (250 amp minimum), grinder and other equipment. Also, type and size of material (welding rod or wire).

b. The method to be used to remove defective and excess metal prior to welding (arcair or grinding).

c. The method to be used to prevent warping.

d. The method used for preheating, including time and temperature.

e. The method of applying metal buildup and slag removal.

f. The method of securing original contour of items welded.

g. Quality control procedures to be followed.

h. Welding materials (rod or wire), name and manufacturer of materials (low carbon steel) for welding rail, rail frogs, guard rails, switch point protectors, and switch points without manganese inserts and materials (manganese alloy) for welding manganese frogs, RBM frogs, manganese switch point inserts and manganese railroad crossing inserts or castings.

Materials and Samples

A complete schedule of the materials proposed for installation within 60 days of receipt of notice to proceed, and before installation of the materials; the schedule shall include a list of equipment proposed for the work.

Grade crossings

Submit manufacturer documentation indicating type of recovered materials and the percentage of such material that is (1) recovered and (2) postconsumer recycled content. Alternately, submit written justification of non-use per Section 01 62 35 RECYCLED / RECOVERED

MATERIALS.

Cable conduit

Submit manufacturer documentation indicating type of recovered materials and the percentage of such material that is (1) recovered and (2) postconsumer recycled content. Alternately, submit written justification of non-use per Section 01 62 35 RECYCLED / RECOVERED

SD-04 Samples

Geotextile

SECTION 34 11 00 Page 7

Geotextile samples for testing. Submit samples a minimum of 30 days prior to the beginning of installation of the geotextiles. One sample shall be provided for each 20 units (rolls, panels, etc.) of geotextile to be used in the contract. All samples shall be from the same production lot as will be supplied for the contract.

Samples shall be identified by the manufacturer's name, brand name, lot designation, and project name. The minimum size of sample submitted for testing shall be the full width of the geotextile by 5 ft.

Ballast Subballast

Samples of the ballast and subballast material for testing. Submit samples a minimum of 30 days prior to the installation of the material. Samples shall be obtained from the quarry, supplier, or other source that will be used to provide the ballast and subballast materials for this project using the methods described in ASTM D 75. One representative sample of not less than 200 lbs of ballast material shall be submitted for each 10,000 ton of ballast to be installed. One representative sample of not less than 200 lbs of subballast material shall be submitted for each 10,000 ton of subballast to be installed.

SD-06 Test Reports

Sampling and Testing

One certified copy of Test Reports for each test performed on the ballast and subballast within 2 working days of the test completion.

Certified test and inspection reports for crossties and switch ties subsequent to treatment, a minimum of seven calendar days prior to any ties being installed in track. Test and inspection reports shall contain the information required by Part 7 of AWPA M2.

Certified test reports for crossties and switch ties, a minimum of seven calendar days prior to any ties being installed in track.

Test reports shall document compliance of the ties to the performance criteria in Chapter 30, Part 5 of AREMA Eng Man.

Concrete Ties

Certified test reports for ties and fastening system, a minimum of seven calendar days prior to any ties being installed in track.

Test reports shall document the testing required by Chapter 30 of AREMA Eng Man.

Geotextiles

Independent testing laboratory's certified test reports for geotextiles, including necessary analysis and interpretation. These

SECTION 34 11 00 Page 8 reports shall provide results of the laboratory testing performed on samples of the geotextile material delivered to the jobsite.

Test reports shall be submitted at least 5 working days prior to the installation of the geotextile.

Ultrasonic Test

Results of the ultrasonic rail testing. Results shall list defects and rail stationing.

SD-07 Certificates

Certificates of compliance prior to any ties being installed in track.

Certificates of compliance prior to any ties being installed in

Ballast Subballast

Certificates of Compliance for the ballast and subballast materials to be installed in this project.

Materials and Samples

Manufacturer's certificates of conformance for the following materials:

a. Rail.

b. Tie plates.

c. Track bolts, nuts, and spring washers.

d. Joint bars.

e. Rail anchors.

f. Track spikes.

g. Turnouts.

h. Rail welding process.

i. Premanufactured car bumpers.

j. Premanufactured road crossings and/or crossing surfaces.

SD-10 Operation and Maintenance Data

Rail Turnouts and Track Crossings Switches Grade Crossings

Submit Data package 1 in accordance with Section 01 78 23 OPERATION

AND MAINTENANCE DATA.

1.3 QUALITY ASSURANCE

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1.3.1 Track Construction

Perform track construction under the direction of qualified and competent supervisory personnel experienced in railroad construction.

1.3.2 Welding

Perform welding under the direct supervision of an experienced welding supervisor or foreman.

1.4 DELIVERY, STORAGE, AND HANDLING

1.4.1 Materials and Samples

The Contracting Officer will notify the contractor of the materials approved or disapproved. Disapproved materials that have already been delivered to the project site, shall be promptly segregated from the approved materials and removed from the premises. If materials are disapproved, acceptable replacement materials shall be provided at no additional cost to the Government. Initial approval by the Contracting Officer will not prevent the removal and replacement of materials that are materially defective or materials not meeting this specification that are discovered during construction and/or routine quality control/quality assurance operations.

1.4.2 Geotextiles

Ship and store geotextiles in their original ultraviolet resistant cover until the day of installation. Protect geotextiles from vandalism, temperatures greater than 140 degrees F, dirt, dust, mud, debris, moisture, sunlight, and ultraviolet rays. Geotextiles delivered to the project site shall be clearly labeled on the material cover to show the manufacturer's name, brand name, fabric type, location and date manufactured, lot identification, width, and length.

1.5 PROJECT/SITE CONDITIONS

1.5.1 Temporary Work

Provide, during construction, suitable roads and crossings with all necessary lights, signs, drainage, and other appurtenances required for safe public and local travel. Erect and maintain suitable temporary fences where required to prevent trespass upon work or damage to adjoining property.

Drainage shall be maintained, and the accumulation of water that might affect the stability of the roadbed will not be permitted.

1.5.2 Traffic Control

Traffic control devices shall comply with MUTCD. Suitable warning signs shall be placed near the beginning of the work site and well ahead of the work site for alerting approaching traffic from both directions. Small markers shall be placed along newly painted lines or freshly placed raised markers to control traffic and prevent damage to newly painted surfaces or displacement of raised pavement markers. Painting equipment shall be marked with large warning signs indicating slow-moving painting equipment in operation.

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1.5.3 Welding

Welding shall not be performed in rain, snow, or other inclement weather without adequately protecting the weld from the elements.

PART 2 PRODUCTS

2.1 BALLAST

Prepared ballast shall be crushed stone, Size No. 4, or 5 conforming to Chapter 1, Part 2, of AREMA Eng Man for quality, soundness and gradation. In the portion retained on each sieve specified, the crushed gravel shall contain at least 90 percent by weight of crushed pieces having two or more freshly fractured faces with the area of each face being at least equal to 75 percent of the smallest midsectional area of the plane. When two fractures are contiguous, the angle between planes of the fractures shall be at least 30 degrees in order to count as two fractured faces. Flat and elongated particle dimension ratio used in ASTM D 4791 shall be 1:3. Ballast materials shall meet the property requirements shown in TABLE I.

TABLE I. MINIMUM PROPERTY REQUIREMENTS - BALLAST

Property Maximum Value Minimum Value Test Method

Percent passing 1.0 percent -- ASTM C 136 No. 200 Sieve ASTM C 117

Bulk specific gravity Rock -- 2.60 ASTM C 127 Blast furnace slag -- 2.30

Absorption Rock 2.0 percent -- ASTM C 127 Blast furnace slag 5.0 percent --

Clay lumps and 0.5 percent -- ASTM C 142 friable particles

Degradation 35 percent -- ASTM C 535 Soundness

Sodium sulfate 10 percent -- ASTM C 88

- 5 cycles

Flat or elongated 5 percent -- ASTM D 4791 particles

2.2 SUBBALLAST

Subballast shall consist of aggregate-soil materials conforming to an ASTM D 1241 Type I, Gradation B mixture.

2.3 GEOTEXTILE

2.3.1 Physical Property Requirements

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The geotextile shall be a nonwoven, pervious sheet of polymeric material and shall consist of long-chain synthetic polymers composed of at least 95 percent by weight polyolefins, polyesters, or polyamides. The use of woven slit film geotextiles (i.e. geotextiles made from yarns of a flat, tape-like character) will not be allowed. The geotextile shall contain stabilizers and/or inhibitors as necessary to make the filaments resistant to deterioration from ultraviolet light and heat exposure, particularly prior to placement and coverage. The fibers shall be formed into a network that will be dimensionally stable. The edges of the geotextile shall be finished in a way to prevent the outer fibers from being pulled away from the geotextile. The geotextile shall exceed the applicability property requirements stated in TABLE II.

TABLE II - PROPERTY REQUIREMENTS-GEOTEXTILE

PROPERTY MINIMUM REQUIREMENTS* TEST METHOD

Weight** 15 oz/sq yd ASTM D 3776 Option B

Color Grey or tinted --

Strength Class 1 AASHTO M 288

Apparent opening size Less than 0.22 mm ASTM D 4751 (AOS) (maximum (No. 70 sieve) required valve)

Permittivity 0.1 per sec ASTM D 4491

Ultraviolet degradation 50 percent strength ASTM D 4355 at 500 hours retained

*These property requirements are Minimum Average Roll Values in the weaker principal direction.

**Geotextile selection shall not be limited by the minimum weight shown.

Selection shall be based on the other property requirements listed. Heavier geotextiles have shown greater resistance to abrasion.

2.3.2 Dimensional Requirements

Each roll of geotextile shall match the roadbed width and be at least 12 ft.

2.4 JOINT BARS

Joint bars shall be of the size, shape, and punching pattern to fit the rail being joined.

2.4.1 New Joint Bars

New joint bars shall be used with new rail, and shall be of the "toeless" and "head free design" to match rail section. New joint bars shall conform to the requirements of "Specifications For High-Carbon Steel Joint Bars" or "Specifications For Quenched Carbon-Steel Joint Bars and Forged Compromise Joint Bars" found in Chapter 4, Part 2 of AREMA Eng Man for the joint bar and assemblies recommended in Chapter 4, Part 1 of AREMA Eng Man.

SECTION 34 11 00 Page 12

2.4.2 Used Joint Bars

Used joint bars in good condition shall be used with relay rail only. The type of joint bar shall be “toeless" type. The used "long toe" type of joint bar shall not be employed where, because of the tie plate punching pattern, the spike slots are used to spike the rail to alignment at the joints. Used joint bars shall be straight, free from cracks, breaks, and other visual defects. Excessive rust, dirt, and other foreign materials on the joint bars are not permitted. Used joint bars shall be of the proper size to make good contact with the underside of the rail head and the top of the rail base on the rails being joined. Joint bars shall have alternating round and oval bolt holes. Bolt holes shall not show excessive wear that would prevent use of the oval neck track bolt normally used with that joint bar. Joint bars that have been flame-gouged, flame cut, or otherwise altered shall be considered scrap and shall not be used.

2.4.3 Compromise Joint Bars

Compromise joint bars shall be of the size, shape, and punching pattern to fit the rail sizes and sections being joined. Only factory designed and constructed (forged or cast) compromise joint bars shall be used to join rails of different sizes.

2.4.3.1 New Compromise Joint Bars

Compromise joint bars shall conform to the requirements of "Specifications For Quenched Carbon-Steel Joint Bars and Forged Compromise Joint Bars" found in Chapter 4, Part 2 of AREMA Eng Man.

2.4.3.2 Used Compromise Joint Bars

Requirements for joint bars in paragraph Used Joint Bars shall also apply to used compromise joint bars.

2.5 GREASE

Grease for lubricating moving parts in turnouts and other trackwork shall have the following typical characteristics:

Calcium Soap, percent 9.0 Solid Additive (Graphite),percent 11.5

Penetration, ASTM D 217 at 77 degrees F worked 340

Dropping Point ASTM D 566 at 77 degrees F 101/214

Oil Viscosity, cSt at 104 degrees F 81.8 ASTM D 445 SUS at 100 degrees F 379

Other types of grease or lubricating oil (like SoyTrak) may be used provided that the grease or oil has been used successfully by local commercial railroads and has the approval of the Contracting Officer.

2.6 OIL FOR CORROSION PROTECTION

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Oil for protecting rail and other track materials from corrosion, except joints, shall conform to the following general specification:

Asphalt, 100 penetration minimum 45 percent ASTM D 402

Flash point, minimum 130 degrees F ASTM D 1310

Viscosity, kinematic, 140 degrees F ASTM D 2171 480 to 700 centistokes

2.7 RAIL

2.7.1 New Jointed Rail

2.7.1.1 General Requirements

New jointed rail shall comply with the following:

a. Rail Lengths: New rail shall be a 115 lbs/yd section or heavier and shall conform to the specifications in Chapter 4, Parts 1 and 2 of AREMA Eng Man that were in effect at the time of its manufacture. New rail shall be provided in 80 ft lengths.

b. Rail Drilling: New rail shall be provided with the rail ends drilled. Drilling shall be uniform and to the patterns specified.

RAIL DRILLING

115 3-1/2 by 6in. by 6 in.

2.7.1.2 New Industrial Grade Rail

All steel shall be produced in an electric furnace and be continuous cast, free of hydrogen. All injurious hot marks, or surface imperfections shall be culled out and eliminated. Rail shall control cooled to AREMA specifications. Rail shall be rolled in accordance with the general physical dimensional requirements of AREMA design but shall meet the Section tolerances and Chemical Composition listed below.

SECTION TOLERANCES

Height +0.060 to -0.025 inch Head Width +0.045 to -0.045 inch Base Width +0.060 to -0.060 inch Web Width +0.060 to -0.025 inch

GENERAL COMPOSITION

PRODUCT ANALYSIS %

ELEMENT CHEMICAL ANALYSIS % UNDER MINIMUM OVER MAXIMUM

Carbon 0.65 to 0.85 0.04 0.04 Manganese 0.70 to 1.30 0.06 0.06 Phosphorus Max. 0.040 0.008 Sulfur Maximum 0.050 0.008 Silicon 0.10 to 0.50 0.50

Rail shall be ultrasonically tested to the following calibration guidelines:

SECTION 34 11 00 Page 14

CALIBRATION GUIDELINES

Head 0.10 inch Flat bottom Hole Web 0.13 inch Flat Bottom Hole Base 0.013 x 0.50 inch Slot

Rail shall be straightened for line in a press or roller straightener. End straightness shall meet the following guidelines:

Droop 0.040 inch Maximum Dip 0.040 inch Maximum Hook 0.040 inch Maximum

2.7.2 Used Jointed Rail

2.7.2.1 Relief Rail

Used rail for spot rail replacement of defective rails (relief rail) shall be the same weight, section, drilling, and length as the rail being replaced. Relief rail shall meet the requirements specified for relay rail.

2.7.2.2 Relay Rail

Relay rail shall be control cooled. Used rail for out of face replacement and new construction shall be 115 lb/yd or heavier and shall have the same section and drilling pattern for each rail weight. Acceptable rail weights and sections are: 115 AREA. All relay rail provided shall be the same section. Relay rail shall not be cut into jointed rail from continuous welded rail.

a. Rail Drilling: Relay rail shall be provided with the rail ends drilled. Drilling shall be uniform and to the patterns specified.

RAIL DRILLING

115 3-1/2 by 6 in. by 6 in.

b. Length: Relay rail shall be standard 39 ft lengths. Not more than 10 percent of the lot may be shorts. No rail shorter than 27 ft will be accepted.

c. Maximum Allowable Wear: For each rail, the average top wear shall meet the requirements on Table IV, except rail in turnouts that shall conform to paragraph Maximum Wear Used Rails Installed in Turnouts.

Side wear shall be measured 5/8 in below the original top of rail.

d. Condition and Appearance: Relay rail shall be free from obvious defects and clean in appearance. Rail that has severe pitting and corrosion or has been flame-gouged, or spike nipped will not be accepted. Rail shall be straight from line and surface and free from any kinks or bends. Rail bases shall be solid and free from visual defects such as plate wear, spike notching, pitting, and flame-gouging.

All existing bond wires shall be removed from relay rail by shear cutting old cables immediately adjacent to the weld or pin. Bond wire heads shall be completely removed from the gage side.

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(1) Maximum Allowable Lip: Lip or overflow shall not exceed 1/8 inch on either side of the rail head.

(2) Engine Burns: Engine burns shall not be greater than 1/2 inch diameter and 1/32 inch deep. A maximum of 6 engine burns is allowed per rail and engine burns shall not affect more than 25 percent of the total order.

(3) End Batter and Chipping: Rail end batter shall not exceed a maximum of 1/8 inch when measured 1/2 inch from the rail end with a 18 inch straightedge laid only on the rail being measured. Chipped or broken rail ends will not be accepted.

(4) Running Surface Damage: Running surface damage shall not exceed 1/4 inch long by 1/2 inch wide, and shall be not greater than 1/32 inch deep. Flat spots are not permitted on the rail head.

(5) Defects Not Permitted: Relay rail having any of the following defects shall not be accepted: bolt hole cracks or breaks, broken base, breaks, crushed head, detail fracture, engine burn fracture, head-web separation, piped rail, horizontal split head, vertical split head, torch cut rail ends, torch cut bolt holes, and compound or transverse fissures. The presence of any of these defects in the rail renders that rail as scrap.

TABLE IV. ALLOWABLE WEAR LIMITS FOR RELAY RAIL

Nominal Rail Maximum Allowable Wear, in.

Weight, lbs/yds Top Side

Less than 115 1/8 1/4 115 or Greater 1/4 3/8

2.7.3 Welded Rail

New rail shall be 115 lbs, yard section and shall conform to Chapter 4, Part 2 of AREMA Eng Man. Relay rail shall conform to TABLE IV, 115 lbs. Relay rail that is to be welded shall meet the criteria specified in Chapter 4, Part 2 of AREMA Eng Man for welded rail. Mingling of new and relay rail will not be permitted.

2.8 TIE PLATES

2.8.1 General

Tie plates shall be of the dimensions and punching pattern (A or B) to fit the rail. New tie plates conforming to Chapter 5, Part 1 of AREMA Eng Man shall be used with new rail. Used tie plates in good condition may be used with relay rail and shall be the dimensions as originally specified by AREMA Eng Man. The used tie plates shall not be smaller than 7-1/2 by 10 inch for use with relay rail having nominal weights less than 100 lbs/yd, or not smaller than 7-1/2 by 11 inch double-shoulder for use with relay rail having nominal weights of 100 lbs/yd and greater. Both flat and canted plates will be required to match the existing tie plates that are in track. Canted tie plates shall be used in all new rail and relay out-of-face rail replacements.

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2.8.2 Used Tie Plates

Used tie plates shall be free from excessive rust, pitting, mechanical damage, and dirt and other foreign materials. Cracked or broken plates shall be considered as scrap and shall not be used. Shoulders on the tie plates shall project a minimum of 1/4 inch above the plane of the rail seat. The thickness of the tie plate shall be at least 1/2 inch when measured anywhere in the rail seat area. Spike holes shall be square and not corroded, worn, or mechanically enlarged.

2.9 WOOD TIES

All ties shall be new. Species shall be Ash, Beech, Red and White Oak, Douglas Fir, and other Fir. Switch ties shall be Ash or Oak. Conditioning and seasoning shall conform to the requirements of AWPA C6 for the individual wood species. Ties shall be well seasoned. Prior to preservative treatment, wood ties shall be dried to the oven dry moisture content, or less, as specified in paragraph 3.14 of AWPA C6. The wood may be air dried, vapor dried, or boultonized. Ties that are to be dried by artificial means shall be conditioned and treated as soon as possible after sawing, but no more than 30 days later. The temperature used for boultonizing shall be as high as possible but in no case less than 200 degrees F. Vapor dried ties shall be transferred from drying cylinders to treatment cylinders as quickly as possible to avoid loss of heat from the seasoned ties. Ties shall be pressure treated in accordance with Chapter 30, Part 3 of AREMA Eng Man by the empty cell process with a 60/40 creosote/coal tar solution (Grade C) in accordance with AWPA P2 to a minimum retention of 8 lbs/cu ft of wood.

Bridge ties shall be treated in accordance with paragraph Bridge Ties.

Record treatment as specified in AWPA M2. Treated ties shall be permanently marked or branded by the producer in accordance with AWPA M6. Ties shall be produced by a member of the Railway Tie Association. All ties, except Southern, Red, and Ponderosa Pine, shall be incised on all four sides in the pattern specified in AREMA Eng Man, Chapter 30, Part 3, prior to treatment.

Splits shall not be longer than 4 inch and not wider than 1/4 in at either end. Splits longer than 4 inch but not longer than the width of the face in that the split appears, will be acceptable if specified anti-splitting devices are installed with the splits compressed. Any required adzing and drilling for spikes shall be performed prior to treatment. Notify the Contracting Officer at least 15 days prior to the shipment of any treated ties or timbers from the manufacturer's plant, to provide the Government the opportunity to inspect the materials before shipment. When inspections of onsite materials result in product rejection, promptly segregate and remove rejected material from the premises. The Government may also charge the contractor any additional cost of inspection or test when prior rejection makes reinspection or retesting necessary.

2.9.1 Crossties

Wood crossties shall conform to Chapter 30, Part 3 of AREMA Eng Man.

a. Wood crossties except at road crossings: Wood ties shall be sawed and shall be not less than 7 inch thick and 9 inch wide. The length shall be 8.5 ft.

b. Wood crossties at road crossings: Wood ties shall be sawed and shall not be less than 7 inch thick and 9 inch wide. The length shall

SECTION 34 11 00 Page 17 be 9 ft, unless recommended otherwise by the manufacturer of crossing surface materials.

2.9.2 Switch Ties

Switch ties shall conform to Chapter 30, Part 3 of AREMA Eng Man and shall be sawed 7 inch thick and 9 inch wide. The length and quantities shall be as shown.

2.9.3 Bridge Ties

The method for treatment of bridge ties shall be in accordance with AWPA C2.

The treatment standards shall be based on the type of deck on the bridge.

Any drilling of bolt holes shall be performed prior to treatment. The ties shall be sawed to dimensions and furnished in the quantities indicated on the contract drawings. Field verify all dimensions and quantities prior to furnishing timber bridge ties.

2.9.3.1 Ballasted-Deck Bridge Ties

Ties for use in track over ballasted deck bridges shall be standard crossties.

2.9.3.2 Open-Deck Bridge Ties

Bridge ties for open-deck bridges shall be sized on two sides and of adequate size to distribute the track load to all stress-carrying stringers.

Preservative treatment shall be in accordance with AWPA C2 for above-ground exposure.

2.9.4 Tie Plugs

Tie plugs shall fit holes from that spikes are drawn. The plugs shall comply and be treated in accordance with Chapter 30, Part 3 Section 3.1.5 of AREMA Eng Man.

2.9.5 Anti-splitting Devices

Crossties and switch ties shall be equipped on each end with gang nail end plates anti-splitting devices of the type specified, regardless of whether or not the wood has shown any tendency to split. Products used shall conform to Chapter 30, Part 3 Sections 3.1.6 and 3.1.7 of AREMA Eng Man.

2.10 BRIDGE TIMBERS

Bridge timbers include all structural members such as stringers, caps, and posts. Timbers shall be incised on two sides. Creosote preservative treatment shall be in accordance with AWPA C2for above ground exposure and shall have fire-retardant coating for creosoted wood in accordance with AREMA Eng Man, Chapter 7 Section 1.11.

2.11 BRIDGE LUMBER

Lumber used in decks and bracing above the waterline shall be treated for above ground exposure. Lumber used in retaining walls, fender systems, and bracing below the high waterline shall be treated for soil contact exposure.

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Preservative treatment shall be in accordance with AWPA C2 and AREMA Eng Man, Chapter 73.

2.12 BRIDGE PILES

Preservative treatment of piles shall conform to AWPA C3 and AREMA Eng Man, Chapter 7, Part 1, Section 1.9 for piles. Piles used as friction or end-bearing piles shall be a First-Class pile in accordance with AREMA Eng Man, Chapter 7, Part 1, Section 1.9.4. Second-class piles can be used in retaining walls, dolphins, and fender systems supports.

2.13 ENGINEERED POLYMER COMPOSITE TIES

Engineered polymer composite ties shall conform to Chapter 30, Part 5 of AREMA Eng Man. The ties shall incorporate a surface pattern to provide a minimum single tie lateral push result of 2,500 lbf after no more than 100,000 gross tons of accumulated traffic.

2.13.1 Crossties

a. Engineered polymer composite crossties, except at road crossings, shall be not less than 7 inch thick and 9 inch wide. The length shall be 8.5 ft.

b. Engineered polymer composite crossties at road crossings shall not be less than 7 inch thick and 9 inch wide. The length shall be 9 ft, unless recommended otherwise by the manufacturer of the crossing surface materials.

2.13.2 Switch Ties

Switch ties shall conform to Chapter 30, Part 5 of AREMA Eng Man and shall be 7 inch thick and 9 inch wide. The length and quantities shall be as shown.

2.13.3 Ballasted-Deck Bridge Ties

Engineered composite ties for use in track over ballasted deck bridges shall be standard crossties.

2.13.4 Tie Plugs

Tie plugging may be utilized in engineered polymer composite ties in similar fashion as they are used in sawn wood ties. Polymer-based plugging compounds (e.g., polyurethane) are recommended.

2.14 STEEL TIES

Steel ties shall conform to Chapter 30 of AREMA Eng Man. Steel ties shall be constructed with hook-in shoulders of a 7 inch minimum spade. Ties shall be design and furnished with elastic type rail fixation system for Pandrol E clips or safelock, or an approved equal. Ties shall have a brand rolled into the material indicating the section and manufacturer. Steel ties shall have the following minimum section:

Steel Ties Length 102 inch

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Width 11.8 inch Thickness 0.4 inch Section Depth 4.6 inch Moment of inertia 14.6 in4

Ties shall be manufactured from steel free of injurious segregation with a minimum tensile strength of 45,000 psi. Steel shall have the chemical composition conforming to ASTM A 242/A 242M or ASTM A 992/A 992M

2.15 TURNOUTS AND TRACK CROSSINGS

The component parts of the turnouts to be furnished shall be the products of manufacturers regularly engaged in the manufacture of such products, and shall essentially duplicate items that have been in satisfactory use at least 2 years prior to bid opening. The parts need not all be made by the same manufacturer, but each turnout shall be the product of a single firm.

Switch assemblies, stands, frogs, and guardrails assemblies shall conform to the requirements of AREMA Eng Man.

2.15.1 Rail and Joint Bars

Rail, joint bars, and miscellaneous track materials used in turnout and track crossing construction shall be furnished and installed as part of the complete turnout or crossing. Rail and miscellaneous track materials used in turnout and track crossing construction shall be the weight and section shown on the Contract Drawings.

2.15.2 Frogs, Switches, Guardrails and Appurtenances

Frogs, switches, guardrails and appurtenances shall be materials suitable for use in heavy tonnage main track. Used turnout materials shall have been fully reconditioned and shall be within plus or minus 1/8 inch of the original specification for that turnout design. Materials used in the turnout shall be of the same weight and section. Materials shall be in good condition and free from excessive rust, dirt, and other foreign materials.

The rail weight and section shall be as specified.

2.15.2.1 Switches

Switches for new turnout construction or complete turnout replacement shall be 16 feet and 6 inches reinforced straight split switches with graduated risers generally conforming to AREMA Eng Man, Plan Number 112. Switch materials used to replace defective materials shall be as indicated.

a. Switch points shall be new. Switch point detail shall be AREMA Eng Man, Plan No. 221, Detail 4000 or 6100.

b. Switch rods and connecting rods shall be new.

c. Gage plates, switch plates, slide plates, and heel plates shall either be new or used and in good condition and not worn or corroded. Rail braces shall be either rigid or adjustable. For a given turnout all rail braces shall be of the same design.

d. Heel blocks shall be either cast or forged steel and be either new or used and in good condition. New heel block bolt assemblies shall be provided and shall be heat treated. The heel joint bars shall be either

SECTION 34 11 00 Page 20 new or used in good condition and manufactured for the purpose. If floating heel blocks are used, special no. 5 double shoulder plates shall be used to maintain 6.25 inch heel spread.

2.15.2.2 Frogs

Frogs shall be railbound manganese in the sizes indicated.

a. Frogs shall be new. Cracked or broken used frog castings shall not be used. Cracked or broken frog castings that have been repaired by welding are not acceptable and shall not be used. Remanufactured frogs shall meet the following wear requirements:

(1) Frog points shall be in good condition and not be worn, chipped, or broken.

(2) Maximum allowable wear on used or reconditioned frogs shall be:

Frog Point: 1/8 in Top Surface: 1/8 in Raised Guarding Face (Self-Guarded) 1/8 in All Wear Surfaces 1/8 in

(3) Minimum flangeway depth for used frogs shall be 1-3/4 inch.

Minimum flangeway width shall be 1-7/8 inch.

b. Frog bolts, nuts, lock washers, and headlocks shall all be new.

2.15.2.3 New or Replacement Guard Rails

New or replacement guard rails shall be a minimum of 15 ft in length and shall be new or used in good condition. Guard rails shall be of any of the following designs: Tee rail per AREMA Eng Man, Plan No. 504, solid manganese steel per AREMA Eng Man, Plan No. 510, or an acceptable hook flange design. For used guard rails the guard face shall be smooth and not worn more than 1/8 inch from its new condition. Guard rails bolted to the running rails shall be equipped with fillers. When fillers are installed or repaired new bolt assemblies shall be used. All bolts, nuts, and associated hardware shall be new. Clamped guard rails shall be equipped with block wedges, filler wedges, and cotter keys. Guard rail plates shall be new or acceptable replacements. Single-shoulder tie plates used with guard rails shall be installed with the shoulder on the inside flush against the base of the guard rail.

2.15.2.4 Hook Plates

Hook plates shall be new or acceptable used material and shall be of the designs and lengths indicated on AREMA Eng Man, Plan Nos. 112 and 241.

2.15.2.5 Switch Stands

a. New or replacement switch stands shall conform to AREMA Eng Man, Plan 251-64 and shall be new or fully reconditioned, low-stand type with model number RACOR Style 36E with Tri-Handle. Switch stand shall be positive-action (rigid) with adjustable connecting rods.

SECTION 34 11 00 Page 21

b. Existing switch stands, staffs and targets, where not designated for replacement, shall be reconditioned by cleaning to bare metal and then painted with one coat of metal primer. The interior portion of the stands, including mechanisms, shall be cleaned and re-lubricated. The switch stand staff shall be painted with two coats of black enamel paint. Switch targets shall be similarly prepared and painted with two coats of red or white enamel paint to indicate switch position in accordance with normal railroad practice.

c. Each stand shall be equipped with one of the following switch lamps as indicated on the project plans:

(1) Reflecting Type: Approved reflecting switch lamps fitted with standard commercial-type double red and white reflecting lenses but without day signal targets.

(2) Reflecting Type with Daylight Disk: Approved reflecting switch lamps fitted with standard commercial-type double red and white reflecting lenses, and with day signal targets.

(3) Illuminated Type: Approved illuminated lamps with primary battery, battery housing, and cable.

2.15.3 Rail Braces

Rail braces shall be either the fixed or adjustable type and shall be of standard manufacture.

2.16 GRADE CROSSINGS

Recyclable materials used in Grade Crossings shall conform to EPA requirements in accordance with Section 01 62 35 RECYCLED / RECOVERED

2.16.1 Crossing Material or Surface

Roadway width shall be as indicated in the contract drawings. Crossing material or surface shall comply with the following:

a. A semi-permanent aggregate crossing shall be constructed of compacted crushed aggregate placed between the rails and as short approaches to the track. The aggregate shall be a crushed gravel or crushed stone material conforming to the requirements of ballast ASTM D 1241, Type I, Gradations A or B.

b. A permanent aggregate crossing shall be constructed of compacted crushed aggregate placed in the track between bond timbers header as indicated. The crushed aggregate shall be ballast.

c. Bituminous paving materials for full-depth asphaltic cement concrete

(bituminous) crossing with bond timbers flangeway headers shall conform to the applicable State of WA Highway Specification.

d. Premanufactured, precast concrete panels for grade crossings shall be constructed of reinforced concrete having a minimum 28-day compressive strength of 5,000 psi. Each panel shall be manufactured to meet HS20-44 loading in accordance with AASHTO HB-17, with 30% impact increment.

SECTION 34 11 00 Page 22

Loading shall be based on single axle loads of 32,000 lbs. Precast crossing panels shall be the product of a company regularly engaged in the manufacture of such panels, and whose products have been successfully used in the commercial railroad industry for at least 2 years.

e. Panels for premanufactured elastomeric crossing systems shall be full depth. Elastomeric systems with or without steel composition grade crossing panels shall be the product of a company regularly engaged in the manufacture of such products, and whose products have been successfully used in the commercial railroad industry for at least 2 years.

2.16.2 Rail

Rail within the road crossing and for at least 20 ft on either side of the crossing shall be 115RE as specified in paragraph Rail and Joint Bars.

2.16.3 Ties

Ties within the road crossing and for at least 20 ft on either side of the crossing shall be hardwood or polymer composite and shall be as specified in paragraphs Crossties and Switch Ties.

2.16.4 Track Materials

For premanufactured crossing surfaces or systems, tie plates, spikes or other rail fasteners, rail anchors, and other track materials shall conform to the manufacturer's recommendations. Unless specified by the crossing manufacturer, track materials shall be as specified in paragraph

MISCELLANEOUS TRACK MATERIALS.

2.16.5 Threaded Fasteners and Screw Spikes

Threaded fasteners for use in grade crossings shall be of the sizes and lengths specified by the grade crossing manufacturer or as indicated for built-in-place crossings. Screw spikes shall have a minimum ultimate tensile strength of 60,000 psi and shall be galvanized for corrosion protection.

2.16.6 Pipe for Subdrains

Pipe for subdrains shall be 6 inch diameter corrugated, perforated polyethylene complying with ASTM F 405.

2.16.7 Cable Conduit

Cable conduit under grade crossings shall be 4-inch diameter PVC pipe conforming to UL 651, and shall be a minimum of Schedule 80. Conduit shall conform to EPA requirements in accordance with Section 01 62 35 RECYCLED /

RECOVERED MATERIALS.

2.17 MISCELLANEOUS TRACK MATERIALS

Miscellaneous track materials shall be as follows:

SECTION 34 11 00 Page 23

2.17.1 Spikes

2.17.1.1 Track Spikes

Track spikes shall be new and shall conform to Chapter 5, Part 2 of AREMA Eng Man. Track spikes size 6 by 5/8 inch shall be used with 100 lbs or heavier rail. Track spikes 5-1/2 by 9/16 inch shall be used with 90 lb and under rail.

2.17.1.2 Bridge Spikes

Minimum 3/4 in diameter washer head screw spikes that allow a minimum of 5-inch penetration into the stringers shall be used to connect the bridge ties to the stringers on an open-deck bridge, in accordance with AREMA Eng Man, Chapter 7, Part 7.

2.17.2 Bolts, Nuts, and Spring Washers

New track bolts, nuts, and spring washers shall be used throughout the project for both new and relay rail.

2.17.2.1 Bolts and Nuts

The various rail, joint bars, and rail drillings require various lengths and diameters of bolt assemblies. Determine the number of bolt assemblies of each size required. All bolt diameters shall be the largest possible for a given rail drilling and joint bar punching. Track bolts and nuts shall conform to Chapter 4, Part 2 of AREMA Eng Man. Track bolts shall be long enough to leave at least two threads exposed after the nut is tightened.

2.17.2.2 Spring Washers

Spring washers and nuts shall be sized to ensure that the spring washer develops its full reactive force and does not jam into the joint bar hole.

Spring washers shall be of the size to fit the bolt and nut used and shall conform to Chapter 4, Part 2 and Section M12 of AREMA Eng Man.

2.17.3 Rail Anchors

Where special tools are required to install or remove anchors, furnish a minimum of one tool for each 5,000 anchors, or fraction thereof, not to exceed 5 tools per job.

2.17.3.1 New Installation

Rail anchors for new installations shall be new. Sizes shall conform to the various sizes of rail on the project and conform to "Specifications for Rail Anchors" in Chapter 5, Part 7 of AREMA Eng Man. Anchors may be either drive-on or spring type.

2.17.3.2 Salvaged Rail Anchors

Rail anchors salvaged from the track being removed shall become the property of the contractor and shall be removed from the site. No used anchors shall be reinstalled unless they have been repinched.

SECTION 34 11 00 Page 24

2.17.3.3 Rail Clips and Fasteners

Provide single tight fit clips with fillers as necessary to fit rail section furnished. Clip or fastener design shall anchor rail against longitudinal movement.

2.17.4 Insulated Joints

Insulated joints shall conform to applicable portions of Chapter 4, Part 2 of AREMA Eng Man. Conventional continuous insulated joints with fibre insulation shall not be used.

2.17.5 Bumping Posts, Cushion Heads and Wheel stops

Bumping posts, cushion heads, and wheel stops shall be new and shall be of a standard design that has been in use by commercial railroad industry for at least 5 years. Bumping posts, cushion heads, and wheel stops shall be manufactured by a company regularly engaged in the manufacture of these products.

2.17.5.1 Bumping Posts

Bumping posts shall be of all-steel construction, shall bolt firmly onto the rail, and shall be of a type designed for general service. Bumping posts shall have tension with 6 sq inch cross-sectional area and compression members with a moment of inertia not less than 37 inch4 of A36 steel.

Bumping post shall be capable of withstanding a yield load of 550,000 pounds.

2.17.5.2 Cushion Heads

Cushion heads shall be of all steel construction, shall firmly bolt, attach, or clamp onto the bumper or end dock (platform or ramp).