7-62 Section 715 – Miscellaneous Metals
715.01 IRON CASTINGS . Iron castings shall meet the following requirements:
a.General Requirements . Castings shall conform to the requirements of AASHTO M 306 . Castings shall be true to pattern in form and dimensions, free from pouring faults, sponginess, cracks, blow holes, and other defects in positions affecting their strength and value for the serv ice intended. Castings shall be boldly filleted at angles and the arises shall be sharp and perfect. The surfaces shall have a blemish -free finish. All castings shall be blast -cleaned or otherwise effectively cleaned of scale and sand to present a smooth, clean, and uniform surface. The dimensions of the frames and covers shall substantially conform to the dimensions for cast iron covers and frames as shown in the Contract. The covers shall be flush with the upper surface of the frame when seated. The seati ngs shall be machined or made quiet using a gasket cushioning insert or supported by a three -point triangular suspension. The minimum depth of insertion of the cover into the frame shall be no less than 2 inches. As a minimum, the covers and frames shall m eet the HS-20 loading requirements of AASHTO and the proof load requirements of AASHTO M 306 . Covers shall be identified by the words “STORM SEWER,” “WATER,” “SEWER,” “ELECTRIC,” or others as applicable, in raised cast letters as indicated in the Contract or as directed by the Engineer.
b.Gray Iron Castings . Gray iron castings shall conform to the requirements of AASHTO M 105, Class No. 35B, unless otherwise specified.
c.Ductile Iron Castings . Ductile iron castings for frames and covers shall conform to the requirements of ASTM A536, Grade 80 -55-06. 715.02 ALUMINUM ALLOY . Aluminum alloy material shall be fabricated from Alloy 6061 -T6.
a.Sheet and Plate . Sheet and plate shall be in accordance with ASTM B209 .
b.Drawn Seamless Tubes . Drawn seamless tubes shall be in accordance with ASTM B210 .
c.Bars, Rods, and Wire . Bars, rods, and wire shall be in accordance with ASTM B211 .
7-63 (d) Extruded Bars, Rods, Shapes, and Tubes . Extruded bars, rods, shapes, and tubes shall be in
accordance with ASTM B221.
e.Seamless Pipe and Seamless Extruded Tube . Seamless pipe and seamless extruded tube shall be in accordance with ASTM B241 .
f.Welding Rods and Electrodes . Welding rods and bare electrodes shall be in accordance with AWS requirements .
g.Standard Structural Shapes . Standard structural shapes, rolled or extruded, shall be in accordance with ASTM B308 .
h.Extruded Structural Pipe and Tube . Extruded structural pipe and tube shall be in accordance with ASTM B429 .
i.Sand Castings . Sand casting shall be in accordance with ASTM B26 .
j.Permanent Mold Castings . Permanent mold castings shall be in accordance with ASTM B108 .
k.Rivets . Rivets shall be in accordance with ASTM B316 .
l.Bolts, Nuts, and Screws . Bolts, nuts, and screws shall be made from rod conforming to the requirements of ASTM B211 . Bolt heads shall conform to the requirements of American standard heavy hexagon, ANSI B18.2.1/ANSI B18.2.3.6M . Nuts shall conform to the r equirements of ANSI B18.2.4.6M in accordance with the requirements of ANSI B18.2.1 and ANSI B18.2.2/ANSI B18.2M . Bolt threads shall conform to the requirements of ANSI B1.1/ANSI B1.13M . Both bolts and nuts shall be given an anodic coating at least 0.2 mil s in thickness with a dichromate or boiling water seal.
m.Washers and Shims . Aluminum alloy washers shall be made from aluminum alloy sheet conforming to the requirements of ASTM B209 . Aluminum alloy shims shall be made from alumi num alloy sheet or plate conforming to the requirements of ASTM B209 or ASTM B221 . 715.03 STEEL FOR CORRUGATED METAL FORMS . Steel for corrugated metal forms and form supports shall be in accordance with ASTM A653, Coating Designation G165. Fabrication shall be in conformance with the requirements of ASTM A924 .
7-64 715.04 ROOFING SYSTEM S. Roofing systems shall consist of the rafters, roof deck, underlayment
materials, roofing panel system, flashing and trim.
a.Rafters . Rafters shall be white oak in accordance with Subsection 709.01 .
b.Roof Deck . Roof deck shall be V -groove tongue and groove pine in accordance with Subsection 709.02 .
c.Underlayment Materials .
1.Felt Underlayment . Felt underlayment shall be asphalt -saturated organic felt in accordance with ASTM D226 , Type II (No. 30 asphalt felt) or as recommended by the manufacturer.
2.Rosin Paper . Slip sheet shall be per the manufacturer’s recommendation and of the type required for the application.
d.Roofing Panel Systems . Roofing panel systems shall consist of roof panels, panel clips, and all other hardware. Syste ms shall be structural standing seam steel roof panel systems in accordance with ASTM E1514 . Roofing panel systems shall have an uplift rating of UL 90 as determined in accordance with UL 580 and shall accommodate thermal movements for ambient temperature changes of 120°F.
1.Roof Panels . Roof panels shall be zinc -coated 24 -gauge steel sheet in accordance with ASTM A653 , Coating Designation G90 with a minimum nominal thickness of 0.0239 inches (16 ounce). Roof panels shall have a two -coat finish consisting of a fluoropolymer top coat and compatible primer in accordance with ASTM A755 on the exposed side of the panel. The top coat shall be green and approved by the Engineer prior to installation . Roof panels shall have a polyester washcoat in accordance with ASTM A755 on the unexposed side of the panel.
2.Panel Clips . Panel clips shall be zinc -coated steel sheet in accordance with ASTM A653 , Coating Designation G90. Clips shall have a minimum n ominal thickness of 0.064 inch es. Panels clips shall be concealed and mechanically connect panels to supports.
3.Miscellaneous Hardware and Accessories . Miscellaneous hardware and accessories shall be all components required by the manufacturer for the r oofing panel system not otherwise specified herein. Miscellaneous hardware and accessories shall be in accordance with the manufacturer’s recommendations.
7-65 Roof panel systems shall have a minimum 2 year manufacturer’s warranty on all components of a
roof panel system, a 20 year manufacturer’s warranty on panel finishes, and a 20 year manufacturer’s warranty on weathertightness. All warranties shall be effective from the date of installation and demonstrate the manufacturer agrees to repair or replace the defective component. Manufacturers shall provide a standard warranty agreement form for each warranty. Sta ndard warranty agreements shall include the owner ’s name, building type, building location, roofing system model, roofing system type, date of completion, Contract amount of material and installation, warranty type, warranty terms and conditions, and signature blocks (for the manufacturer, roofing contractor, and owner).
e.Flashing and Trim . Flashing and trim shall be in accordance with Subsection 715.04(d)(1) . 715.05 BICYCLE RACK SYSTEMS . Bicycle rack systems shall be U -shaped, surface mounted, one of the products listed on the Agency’s Approved Products List , and meet the following requir ements:
a.Construction . Bicycle rack systems shall be constructed steel pipe.
b.Finish . Bicycle rack systems shall have a galvanized, powder coated, or stainless steel finish as specified on the Plans. 715.06 RAIL . Rail shall be continuous welded or jointed carbon steel rail.
a.New Rail .
1.General Requirements .
a.Length of Rail . New rail shall be furnished in 80 -foot sections wherever possible. In no case shall new rail be furnished in lengths of less than 39 feet unless approved by the Engineer. The acceptable amount and lengths of short rails shall be as specified in AREMA Chapter 4, Section 2.1.11 .
b.End Condition . Rail ends shall be square and shall be cut with an approved abrasive rail saw. Torch cut rails will not be accepted .
1.Running rail ends that are not welded shall be drilled with six holes. Drilling shall be uniform with holes drilled and dressed per AREMA Chapter 4, Section 2.1.12 . Rail drillings shall be as specified in AREMA Chapter 4, Section 3.3 .
2.Rail that will be field welded shall have blank ends or only the rear hole drilled.
3.Rail that will be plant welded shall have blank ends.
7-66 (2) New Rail, Standard Strength . Standard strength rail shall be in accordance with AREMA
Chapter 4 for standard strength rail.
3.New Rail, High Strength . High strength rail shall be in accordance with AREMA Chapter 4 for high strength rail.
b.Relay Rail .
1.Relay rail shall meet the requirements of AREMA Chapter 4, Section 3.12, except as modified herein.
2.The required relay rail section shall be as indicated in the Contract.
3.Each length of rail shall be ultrasonically tested in accordance with AREMA Chapter 4, Section 4.5 to verify that no internal rail defects are prese nt. Each length of rail shall have an attached label with certification information including the rail test date.
4.Relay rail shall be supplied in uniform lengths and shall not be less than 33 feet in length.
5.Relay rail for jointed rail track cons truction shall have bolt holes drilled. Rail drillings shall be as specified in AREMA Chapter 4, Section 3.3 for current AREMA rail sections. For other rail sections, drilling shall be uniform and match the punching pattern of the joint bars. All holes sha ll be drilled.
6.Rail ends shall be square and shall be cut with an approved abrasive rail saw. Torch cut rails will not be accepted.
7.Relay rail having bolt hole cracks or breaks, broken bases, breaks, crushed heads, detail fractures, engine burn fra cture s, head -web separation, piped rail, horizontal split heads, vertical split heads, torch cut rail ends, torch cut bolt holes, or compound or transverse fissures will not be accepted. Relay rail shall be free of shelly spots, head checks, corrugations, bends or kinks, and any other visual defects.
8.Relay rail wear shall not exceed the limits from its original dimensions as specified in AREMA Chapter 4, Section 3.12 . Limits will be based on the specific AREMA rail section and class of track in which th e rail is to be installed. Relay rail shall only have wear on one side of the head. Rail with wear on both sides of the head will be rejected. For non -AREMA rail sections, wear limits shall be as specified in the Contract. The following limits shall also a pply to relay rail:
a.End batter shall not exceed 1/16 inch
b.Base and web thickness wear shall not exceed 1/16 inch
7-67 715.07 Railroad Turnouts .
a.General Requirements .
1.Turnouts shall conform to the AREMA Portfolio of Trackwork Plans .
2.All rail used for turnout and closure rails, switch points, stock rails, frogs and guard rails shall be new high strength rail in accordance with Subsection 715.06(a) . The required rail section shall be as indicated on the Plans and all steel work shall us e the same rail section.
3.All turnout materials shall be new and conform with the requirements of AREMA Portfolio Plan 100.
4.Turnout geometry shall be in accordance with AREMA Portfolio Plan 910. The type of turnout as designated by frog number shall be as specified on the Plans.
5.Rail and joint layout shall be in accordance with AREMA Portfolio Plan 911 except rail and joint layout shall be modified as required to meet the requirements of Subsection 715.07(d) and Subsection 715.07(h) and all joint locations shall clear tie plates by a minimum of 4 inches to allow for field welding. Additional modifications to joint layout may be required as indicated in the Contract.
6.Lengths and quantities of timber switch ties shall be in accordance with AREMA Portfolio Plan 912 except that head block ties shall be 14 -feet long when used with low switch stands 24-inches high and 3 -foot long connecting rods, and 16 -feet long when used with high switch stands and 6 -foot connecting rods .
7.All single -rail tie pl ates, switch, gage, frog, guard rail, transition, and turnout plates shall utilize timber screw spikes to secure all plates. Elastic rail clips shall be utilized to fasten the rail to the plates. Use of track spikes will not be accepted. Each plate shall u tilize a minimum of four screw spikes. The gage plates shall have all hole positions spiked.
8.Turnouts shall be fully insulated unless otherwise specified in the Contract.
9.New turnout packages shall include the following:
a.Turnout and closure rai ls
b.Switch points
c.Stock rails
7-68 d. Bolted heel block assemblies unless otherwise specified in the Contract
e.Vertical, adjustable insulated switch rod and clip assemblies
f.Adjustable, boltless stock rail brace assemblies
g.Insulated gage plat es
h.Switch plates
i.Turnout plates
j.Transition plates
k.Frog plates
l.Elastic spring clips, tie plates and screw spikes
m.Temporary joint bar assemblies used for shop assembly and installation in the field prior to field welding
n.Timber switch ties
o.Bonded insulated joint assemblies
p.Rail bound manganese steel frog
q.Frog guard rails and guard rail plates
r.Switch stand, target, and connecting rod
s.Any other materials and hardware required for a complete, functional turn out assembly
10.The turnout shall be color coded with all switch ties tagged and match marked to the rail with 1/2 -inch-wide marks locating both sides of each tie. All rail joints shall be match marked on the head of the rail. Turnouts shall be completely shop assembled for inspection by the Engineer at the manufacturer’s facility. Following the inspection and any corrective work required as a result of the inspection, the turnout shall be dismantled. The switch portion shall be shipped as a pane l with remaining switch ties pre -plated and bundled in groups of four unless otherwise specified in the Contract.
7-69 (b) Frogs . Frogs shall be rail bound manganese steel, explosive hardened, and shall conform to
AREMA Portfolio Plan 600 and AREMA Portfolio Plan 621 . Frogs and frog plates shall be in accordance with AREMA Portfolio Plan 622 for No. 8 frogs and AREMA Portfolio Plan 623 for No. 10 frogs.
c.Frog Guard Rails . Frog guard rails shall be tee rail and allow for adjustment of the flangeway width. Fr og guard rail assemblies and guard rail plates shall conform to AREMA Portfolio Plan 502 and AREMA Portfolio Plan 504 , except the separator and end blocks shall be designed to allow for the adjustment of the flangeway width by use of removable shims. When used with unworn rails, the width of the flangeway shall be adjustable in a range from 1 -1/2 inches to 1 -7/8 inches.
d.Switch . The switch portion of the turnout shall be a 16 -1/2 foot straight split switch with graduated risers for screw spikes in accord ance with AREMA Portfolio Plan 112. Switch points shall be in accordance with AREMA Portfolio Plan 112 and AREMA Portfolio Plan 221 , Detail 5100. Stock rails shall be in accordance with AREMA Portfolio Plan 112 and AREMA Portfolio Plan 221. The stock rail extensions ahead of the point of switch shall be modified as follows: the straight stock rail shall extend 12 -feet ahead of the point of switch and the bent stock rail shall extend 6 - feet ahead of the point of switch. Bolted heel block assemblies shall be in accordance with AREMA Portfolio Plan 221, Detail 1125 . Vertical, adjustable, insulated switch rod and clip assemblies shall be in accordance with AREMA Portfolio Plan 222 . Adjustable, boltless stock rail brace assemblies shall be in accordance with AREMA Portfolio Plan 224. Insulated gage plates shall be used at the point of switch and on the first and third ties ahead of the point of switch. Gage plates shall be in accordance with AREMA Portfolio Plan 112 and AREMA Portfolio Plan 223 . Switch plates shall be in accordance with AREMA Portfolio Plan 112 and AREMA Portfolio Plan 224 . Turnout plates shall be in accordance with AREMA Portfolio Plan 112. Transition plates shall incorporate 1:80 rail cant and be used where rail transitions fr om 1:40 cant to no cant.
7-70 (e) Switch Stands, Targets and Connecting Rods . Switch stands shall be extra heavy duty and rated
for unrestricted use. All switch stands shall be supplied complete with a connecting rod assembly and both the stand and the connecting rod assembly shall meet the requirements of AREMA Portfolio Plan 251 . Inside switches shall be low mast with trihandle and the target shall be yellow/green. Mainline switches shall be high mast with trihandle and the target shall be red/green. The switch stand and connecting rod assembly, including bolts, nuts, washers, an d cotter pins, shall be of the proper size to fit the switch and switch stand.
f.Rail. New high strength rail shall conform to Subsection 715.06(a) . The Contractor shall furnish the rail section compatible with the frog and switch points used. At field weld locations, rails shall be furnished with only the hole furthest from the end of the rail drilled.
g.Joint Bar Assemblies . Joint bars, bolts, nuts, and spring washers shall conform to Subsection 715.08(f) .
h.Insulated Joints . Bonded insulated join t assemblies shall conform to Subsection 715.08(h) . Insulated joints shall be located so as to be suspended within the tie cribs and have a stagger distance between the two insulated joints that is a minimum of 32 inches and a maximum of 56 inches.
i.Spring Clips with Associated Tie Plates and Screw Spikes . Elastic spring clips, single -rail tie plates and screw spikes shall conform to Subsection 715.08(e) . Spring clips for use at temporary (to be welded in the field) and insulated joints need not be ident ical in design to those used on a standard rail. Clips used at joint bars shall have similar performance characteristics, shall be made by the same manufacturer, and shall be capable of being installed into identical shoulders as the standard rail clip. Al l switch ties shall be pre -drilled with a pilot hole prior to installing screw spikes. Driving of timber screw spikes with a sledgehammer or spike maul is prohibited.
j.Timber Switch Ties . Timber switch ties shall conform to Subsection 709.04(d) . All swi tch ties shall come furnished pre -plated from the fabricator unless otherwise specified in the Contract.
k.Lubricant for Application to Switch Plates . The graphite or lubricant applied to switch plates shall be specifically manufactured for this applicat ion.
7-71 715.08 Other Track Material (Otm) .
a.Tie Plates .
1.New Tie Plates . New tie plates shall be in accordance with AREMA Chapter 5, Part 1 .
a.Type A . Type A tie plates shall be Plan Number 7 in accordance with AREMA Figure 5 -1-5, with Punching A – 8 Spike Holes.
b.Type B . Type B tie plates shall be Plan Number 11 in accordance with AREMA Figure 5 -1-7, with Punching A – 8 Spike Holes.
2.Relay Tie Pl ates.
a.Relay tie plates will be acceptable providing they fit and are compatible with the rails to be connected and have no defects.
b.Relay tie plates shall be punched to fit the base of the rail on which they will be used. Each plate shall have 8 hole s punched for 5/8 -inch track spikes. Four of the holes shall be punched for rail holding spikes and four holes punched for the use of plate holding spikes.
c.The minimum size of relay tie plates shall be 13 inches × 7-3/4 inches.
d.Relay tie plates shall be subject to inspection and acceptance by the Engineer. In addition to being judged defective due to improper fit, they may be deemed defective for any of the following reasons:
1.Rounded or worn shoulders.
2.Rounded or otherwise excessively worn spike holes.
3.Wear of the rail seat.
4.A crack, bend, or other flaw in the plate.
6.Excessive deterioration from rust, scale, or brine.
b.Shim Plates . Shim plates for use under tie plates shall be ASTM A36 or ASTM A709 , Grade 36 steel and shall have the s ame plan area and spike hole configuration as the tie plates.
c.Track Spikes . Track spikes shall be new and 5/8 inch × 6 inch long spikes with a reinforced throat . Spikes shall meet the dimensional requirements of AREMA Chapter 5, Section 2.2 . The material of the spikes shall meet the requirements of AREMA Chapter 5, Section 2.1 .
7-72 (d) Rail Anchors .
1.Rail anchors shall be approved new spring type or drive -on type. Anchors shall conform to the requirements of AREMA Chapter 5, Part 7.
2.Relay rail anchors will be acceptable provided that they are re -formed, fit, and are compatible with the rails to be connected and have no defects such as pitting or excessive rust.
e.Spring Clips with Associated Tie Plates, and Screw Spikes .
1.New elastic spring clips, tie plates, and screw spikes shall be designed for use on timber ties, meet the requirements of AREMA Chapter 30, Appendix 30 -A-2 and shall have a successful service history of at least 20 years on either commuter rail, intercity passenger rail, or freight rail within the United States.
2.Elastic spring clips shall be threadless, be constructed from alloy spring steel, and be capable of being driven and removed parallel to the rail manually with a sledgehammer, a specially purposed tool for installing and removing the clips, or through mechanical means.
3.The clip shall apply a toe load on the bas e of the rail through spring and torsion action to provide longitudinal restraint and resistance to rail rollover. The nominal toe load applied shall be 2,750 pounds with a working deflection of 7/16 of an inch. The surface area in contact with the rail sh all be 0.82 square inches. The rail seat clamping force with two clips installed on one tie plate shall be 5,500 pounds.
4.Bars shall have a diameter of 0.79 inches. The clip shall consist of a center leg which is inserted into the tie plate shoulder, re ar arch, heel which bears with the field side of the tie plates, front arch, and toe which bears on the rail base.
5.Tie plates shall be manufactured from rolled steel, specifically designed to accommodate the spring clips, with raised rail shoulders to prevent lateral movement of the rail. Tie plates shall meet the requirements of AREMA Chapter 5, Section 1.1 . Plates shall incorporate 1:40 cant. Tie plates shall be suited for 5 -1/2 inch or 6 -inch rail bases as applicable. Tie plates shall contain four 1 -inch round holes located at the corners of the plate and two 11/16 -inch square holes, one each on the gage and field sides of the plate centered between the round holes.
6.Screw spikes shall be square head, 15/16 -inch diameter × 6 inches in length confor ming to AREMA Chapter 5, Section 10.1 and AREMA Chapter 5, Section 10.2 .
7-73 (f) Joint Bar Assemblies .
1.Joint bars shall be of the size, shape, and punching pattern to fit the rail being joined.
2.New joint bars shall meet the requirements of AREMA Chap ter 4, Section 3.4 .
3.New nuts, bolts and washers shall be properly sized to fit the bolt holes in which they will be installed. Joint bar bolts and nuts shall meet the material requirements of AREMA Chapter 4, Section 3.5 .
4.Spring washers shall meet the material requirements of AREMA Chapter 4, Section 3.6 .
5.Relay joint bars will be acceptable providing they fit and are compatible with the rails to be connected and have no defects.
g.Compromise Joint Bar Assemblies .
1.Compromise joint bars shal l be new or relay, 6 -hole unless otherwise required by the rail section, as indicated in the Contract, and be of proper design for the rail sections to be connected.
2.If new compromise rail joint assemblies are to be furnished, they shall meet the mater ial requirements of AREMA Chapter 4, Section 3.4 .
3.If relay compromise rail joint assemblies are furnished, they will be acceptable, providing they fit properly, are premanufactured and are compatible with both rails which are to be connected. Relay bar s will be subject to inspection and approval by the Engineer.
4.All compromise joint bars shall have a specific hand and rail weight designation that fits the rail exactly. No -hand joint bars and 4 -hole joint bars will not be acceptable unless approved by the Engineer.
5.Due to the many slight variations in railroad rail and appurtenances, a preliminary inspection and acceptance of compromise rail joint assemblies by the Engineer shall always be conditioned upon the fact that the final accepta nce cannot be given until the assembly is installed in its final position. In addition to being deemed defective due to improper fit, compromise rail joint assemblies may be deemed defective for the following reasons:
a.Cracks, breaks or other flaws that impair their proper functioning.
b.Bolt holes with excessive wear.
7-74 c. Excessive deterioration from rust or scale.
d.If they permit any vertical movement of either rail when all the bolts are tight.
6.Bolts set shall be new and of the proper design a nd size for the two rail sections to be connected.
7.Compromise joint bar bolts and nuts shall meet the material requirements of AREMA Chapter 4, Section 3.5 .
8.Spring washers shall meet the material requirements of AREMA Chapter 4, Section 3.6 .
h.Insulated Joints .
1.Conventional (Bolted) Poly Insulated Joints . Conventional poly insulated joints shall consist of two joint bars of same general configuration as 6 -hole standard joint bars conforming to the dimensional requirements of the selected rail section. Insulated joint bars shall have a rolled, heat -treated steel core surrounded by uniform, single pour, polymeric insulation material and be designed for use in installations requiring insulated signal joints. Bar, end post, and bushing insulation m aterial shall be impervious to oil, grease, and water, and with electrical resistance characteristics equal to or greater than fiber insulation meeting the requirements of AREMA Chapter 4, Section 3.9 . Insulated joints shall be resistant to abrading, crack ing, cutting, spalling, and fatigue failure under impact loads, and shall exhibit deflection characteristics comparable to standard steel rail joints. Insulated joints shall be complete with bars, 3/16 -inch end posts, bushings, and washer plates and high strength bolts. Bolts, nuts, and flat washers shall conform to the chemical and mechanical requirements of ASTM F3125 , Grade A490 and having Class 2A and Class 2B thread fit. A positive means for maintaining the tension in the bolts through in -service vibrations shall be provided by a prevailing lock nut complying with ASME B18.16.6 and IFI-101. Bolt holes shall be located and sized in conformance with the rail drilling pattern specified in AREMA or as directed by the Engineer. Flat washers, if require d, shall be hardened ASTM F3125 , Grade A325 or Grade A490, and tempered carbon steel. Insulated joints shall be suspended. Tie plates for supported insulated joints shall be polymer.
7-75 (2) Bonded Insulated Joints . Bonded insulated joints shall be shop fabricated into plug rails
totaling 19 -1/2 feet in length (minimum length of one side of the plug rail is 8 feet) and conforming to the dimensional requirements of the selected rail section. Rail shall meet the requirements of Subsection 715.06 . Joint bars shall be fabricated from quenched carbon steel conforming to AREMA Chapter 4. Joint bars shall be full contact bars conforming to the dimensional requirements of the selected rail section. Joint bars shall be smooth and straight. The inside face of joint bars shall be coated with pre -bonded insulating material, smooth, with no branding or stamping. The Contractor shall supply end posts and high strength bolts. Fabrication tolerances shall be in accordance with AREMA Chapter 4, Section 3.8 . Insulating mater ial shall be of a high pressure, laminated design, impervious to oil, grease, and water, with electrical resistance characteristics equal to or greater than fiber insulation, and meeting the requirements of AREMA Chapter 4, Section 3.9 . The end posts shall project 1/4 inch (± 1/16 inch) below the base of rail and shall be 3/16 inch thick. Bonded insulated joints joined together with adhesive and with six high -strength, 1 inch diameter bolts. Bolts, nuts, and flat washers shall conform to chemical and mechan ical requirements of ASTM F3125 , Grade A490 and having Class 2A and Class 2B thread fit. A positive means for maintaining tension in bolts through in service vibrations shall be provided by a prevailing lock nut complying with ASME B18.16.6 . The bolt hole location and size shall conform to drilling for rail as specified in AREMA. Flat washers, if required, shall be hardened ASTM F3125 , Grade A325 or Grade A490, and tempered carbon steel.
i.Bridge Tie Connection Hardware .
1.General Requirements . Any thr eaded rod, bolts, washers, nuts, or other connection hardware required for installation of new timber shall meet the requirements of AREMA Chapter 7, Section 1.6 . All connection hardware shall be galvanized in accordance with ASTM A153 unless otherwise not ed.
7-76 (2) Bridge Tie to Stringer Top Flange Connectors .
a.Bridge tie to stringer top flange connectors shall be either:
1.Bridge tie anchors with 3/4 -inch diameter ASTM A307 hex-head bolts with nuts and washers .
2.ASTM A307 hook bolts, 3/4 inch in diameter, with washer nuts and spring washers.
b.Bridge tie anchors and hook bolts shall be capable of fastening track crossties to steel open deck stringers. Bridge tie anchor and hook bolt dimensions shall be as indicated on th e Plans.
c.Bridge tie anchors and hook bolts shall be hot rolled and cold finished. They shall be free from burrs and cracks of any size and shall have a workmanlike finish.
d.Bridge tie anchors shall be alloy spring steel conforming to ASTM A29 , Grade 5160. The Brinell hardness of bridge tie anchors shall be greater than 390 and less than 430 when tested using ASTM E10 . No cracks of any size in the steel macrostructure will be allowed. Tie anchors shall have a slotted bolt hole to accommodate variation s in the thickness of the top flange.
e.Hook bolts shall be a one -piece forging with fins. The hook shall be 2 inches in length.
f.Washer nuts shall be a one -piece integrally manufactured washer and nut. Nuts shall be formed with an integral flat washe r provided with a hole in the washer to permit nailing it to track crossties. The integral washers of the nuts shall be capable of retaining the nuts in place when the bolts are tightened and provide an even bearing surface on the track crossties.
g.Addi tional requirements for assembly hardware shall be as shown in the Contract. Connection assemblies shall have a successful in -track service record on freight railroads within the United States of at least 20 years.
j.Other Bridge Tie Accessories . Steel tie spacing bars, timber spacing blocks, walkways, and associated attachment hardware shall be in accordance with AREMA Chapter 7, Section 1.7.8 and as specified in the Contract.
7-77 Section 716 – Bituminous Concrete Mixtures
716.01 GENERAL REQUIREMENTS . Bituminous concrete mixtures shall be produced in accordance with an Agency approved mix design, using aggregates and asphalt binder from Agency approved sources, at an approved bituminous concrete production facility . Asphalt binder for bituminous concrete mixtures shall meet the requirements of Subsection 702.0 1. WMA technologies and anti -strip additives, if used, shall meet the requirements of Subsection 702.03 and Subsection 702.04 , respectively. Aggregates for b ituminous concrete mixtures and recycled asphalt materials (RAM) shall meet the requirements of Subsection 704.10 and Subsection 704.2 2, respectively. 716.02 BITUMINOUS CONCRETE MIXTURES .
a.General Bituminous Concrete Mixture Design Requirements . Mix de signs for all mixtures covered in this subsection shall be submitted in accordance with the Agency’s Bituminous Concrete Policy Manual . No paving of a mix design shall be started until the Contractor has submitted, and the Agency has approved the mix design, including cold feed gradations, mixing times, the percentage of each ingredient, including asphalt binder , the job mix formula (JMF ) from such a combination, and the optimum mixing and compaction temperatures. The design shall also include the control limits for quality control. A copy of all design test data used in developing the mix design, including graphs, may be required with t he submittal of the mix design or at any time when directed by the Agency. The stockpile gradation data shall be derived by wet sieve analysis. Coarse aggregates for Superpave shall be furnished with at least three stockpiles for mixes with a nominal maxi mum aggregate size (NMAS) greater than or equal to 1 inch (25.0 mm), two stockpiles for mixes with a NMAS greater than or equal to 1/2 inch (12.5mm) and greater than 3/8 inch (9.5 mm), and one stockpile for mixes with a NMAS less than or equal to 3/8 inch (9.5 mm). No change in the JMF may be made without Agency approval. The Agency may approve changes in the design’s JMF or discontinue use of the design if placement, finishing, or compaction characteristics are determined to be unsatisfactory. At the time that the mix design is submitted, the Contractor shall provide batched asphalt mixture to the Agency, for determining asphalt ignition oven calibration, in accordance with the Agency’s Bituminous Concrete Policy Manual .
Source: Vermont Standard Specifications for Construction, 2024 Edition. Pages 1214–1228 of 1,380.