Μ−19M.04.01.2 Reinforced Concrete Pipe. Pipe shall conform to the requirements of AASHTO M170 and SECTION 601 of these Specifications for the specified diameters and strength classes. Elliptical pipe shall also conform to the requirements of AASHTO M207. Unless otherwise specified, pipe wall design and use of elliptical reinforcement in circular pipe are optional. Precast reinforced concrete end sections shall conform to the requirements of the cited Specifications to the extent to which they apply. M.04.01.3 Perforated Concrete Pipe. Pipe shall conform to the requirements of AASHTO M175 and SECTION 601 of these Specifications for the specified diameters and strength classes. M.04.01.4 Concrete and Clay Drain Tile. Pipe shall conform to the requirements of SECTION of these Specifications and AASHTO M178 or M179 for the specified material, diameters and quality classes. When specified, the pipe spigot shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.5 Porous Concrete Pipe. Pipe shall conform to the requirements of AASHTO M176 and M.04.01.6 Vitrified Clay Lined Reinforced Concrete Pipe. Designs for fully lined or half lined pipes of the specified strength classes shall be submitted by the manufacturer for approval. The applicable requirements of SECTION 601, AASHTO M170 and M65 shall govern. Liner, or liner elements, shall be vitrified clay of first quality, sound, thoroughly and perfectly burned without warps, cracks, or other imperfections, and fully and smoothly salt glazed. M.04.01.7 Clay Pipe. Pipe shall conform to the requirements of AASHTO M65, for pipe with full circular cross section, for the specified diameter and strength class. When specified, the bell shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.8 Vitrified Clay Pipe. Pipe shall conform to the requirements of AASHTO M65 for the specified diameters and strength classes for circular, unperforated pipe. When so specified, the bell shall have integral spacer lugs to provide for an annular opening and self-centering feature. M.04.01.9 Cradle Invert Clay Pipe. Pipe shall conform to the applicable requirements of AASHTO M65. M.04.01.10 Plastic Sewer Pipe. Plastic sewer pipe to be used as pipe culvert shall conform to the applicable requirements of WW-P-00380 (GSA-FSS) and the following additional stipulations.
plastic sewer pipe jointed by means of solvent welding.
Size Nominal O.D. Maximum Wall Nominal Wall
12" 12.50" 0.500" 0.250"
Μ−20 2. Standard length of plastic sewer pipe shall be 10 feet.
welded to the one end of the pipe section.
pounds per linear foot as determined by ASTM C301 (Sand Bearing Method Section 8).
must not exceed 1/4-inch per foot of pipe length.
imperfections in accordance with accepted commercial practice.
pressure of 10 psi for a period of 24 hours without leakage. M.04.01.11 Perforated Corrugated Polyethylene Drainage Pipe. This classification of pipe shall conform to the requirements of AASHTO M252 and M294. M.04.01.12 Perforated and Unperforated Polyvinyl Chloride Pipe. This classification of pipe shall conform to the requirements of AASHTO M278. M.04.02 METAL PIPE. M.04.02.1 Ductile Iron Pipe. All ductile iron pipe, joints, fittings and appurtenances shall be Class 52 and meet the requirements of the latest revisions and addenda of the following standard specifications.
Water Works Association designations for the standard).
Lined Molds, for Water and Other Liquids.
Pipe and Fittings.
M.04.02.2 Corrugated Steel Pipe and Pipe Arches. These conduits and the coupling bands shall conform to the requirements of AASHTO M36 for the specified sectional dimensions and gauges. Shop-formed elliptical pipe and shop-strutted pipe shall be furnished where specified.
Μ−21Special sections, such as elbows and flared end sections, for these conduits shall be of the same gauge as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M36. M.04.02.3 Bituminous Coated Corrugated Metal Pipe and Pipe Arches. These conduits and the coupling bands shall conform to the requirements of AASHTO M190 for the specified sectional dimensions, gauges, and type of bituminous coating. Coupling bands shall be fully coated with bituminous material. Shop-formed elliptical pipe and shop-strutted pipe shall be furnished where specified. Special sections, such as elbows and flared end sections, for these conduits shall be of the same gauge as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M190. Coating and inve rt paving shall be of the type specified. M.04.02.4 Perforated Corrugated Steel Pipe for Underdrains. Pipe shall conform to the requirements of AASHTO M36 Type III for the specified diameters. Unless otherwise specified, any one of four types may be furnished. M.04.02.5 Bituminous Coated Perforated Corrugated Metal Pipe for Underdrains. Pipe shall conform to the requirements of AASHTO M190 and shall be coated with a Type A coating installed on AASHTO M36 Type III pipe. Coupling bands shall be fully covered. M.04.02.6 Corrugated Aluminum Pipe. Pipe shall conform to the requirements of AASHTO M196 and M197. Special sections, such as elbows and flared end sections, for these conduits shall be of the same gauge as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M196 and M197. M.04.02.7 Perforated Corrugated Aluminum Alloy Pipe for Underdrains. Pipe shall conform to the requirements of AASHTO M196 and M197. Special sections, such as elbows and flared end sections, for these conduits shall be of the same gauge as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M196 and M197. M.04.02.8 Smooth-Lined Corrugated Metal Pipe. Smooth-lined Corrugated Metal Pipe shall be manufactured with a smooth metal interior liner and a corrugated exterior core helically wound and lock-seamed to form a strong, integrated mechanical bond. Liner and culvert are fabricated from aluminum or galvanized steel and may be asphalt coated or uncoated as shown on the Plans. The gauge of the outer core shall conform to AASHTO M36 for galvanized metal pipe and AASTHO M196 for aluminum alloy pipe. Special sections, such as elbows and flared end sections, for these conduits shall be of the same gauge as the conduit to which they are joined, and shall conform to the applicable requirements of AASHTO M36 and M196. M.04.02.9 Cast Iron Soil Pipe. Cast iron soil pipe shall conform to ASTM A74.
Μ−22 M.04.02.10 Pipe Joints.
M.04.03.5 of this Section.
M198.
and free from lumps and dirt.
M.03.02.1 of these Specifications. M.04.03 CATCH BASINS, MANHOLES, DROP INLETS, PAVED WATERWAYS AND MISCELLA-NEOUS SMALL STRUCTURES. The materials used for the construction of catch basins, manholes, drop inlets and paved waterways shall conform to the following requirements. M.04.03.1 Clay Brick. Brick shall conform to the requirements of one of the following Specifications: Sewer Brick: AASHTO M91, Grade SS or SM. Building Brick: AASHTO M114, Grade SW. M.04.03.2 Bituminous Concrete for Paved Waterways. This material shall conform to the mix requirements for Type I-2 pavement specified in Subsection M.03.01 of these Specifications. M.04.03.3 Concrete Masonry Blocks. Concrete masonry blocks may be rectangular or segmented and, when specified, shall have ends shaped to provide interlock at vertical joints. The blocks shall conform to the requirements of ASTM C139. Dimensions and tolerances shall be as individually specified. M.04.03.4 Hydrated Lime. Hydrated lime shall conform to the latest requirements of ASTM C207, Type N. M.04.03.5 Mortar. Mortar shall consist of one (1) part masonry cement, Type N, two (2) parts sand and, if required by the Engineer, hydrated lime not to exceed 10 percent by volume of the cement used. Mortar sand shall conform to the requireme nts of AASHTO M45. Mortar shall be used within 45 minutes after its preparation. M.04.03.6 Frames, Grates and Covers, and Ladder Rungs. Metal units shall conform to the plan dimensions and to the following Specification requirements for the designated materials.
shall be optional unless otherwise designated.
shall be optional unless otherwise designated.
Μ−23c. Structural Steel shall conform to the requirements of ASTM A283, Grade B or better.
AASHTO M111.
be optional unless otherwise designated. M.04.03.7 Concrete and Steel Reinforcing. These materials shall conform to the requirements specified herein under SECTION M.02; PORTLAND CEMENT CONCRETE and SECTION M.05; METALS . SECTION M.05
METALS Mill Test Reports. The Contractor shall furnish certified c opies in quadruplicate of mill test reports of metals used in the work. The finished metal products shall be properly marked and identified for easy correlation with the mill test reports. The chemical and physical properties of each heat of steel used shall conform to all the requirements of the relevant AASHTO or ASTM Specifications. M.05.01 BAR REINFORCEMENT. All reinforcement shall be furnished as indicated on the Plans. Reinforcing bars shall be deformed and be fabricated from new billet steel and shall conform to AASHTO M31 (ASTM A615) or ASTM A706. The grade shall be 60 unless otherwise shown on the Plans. M.05.02 WIRE REINFORCEMENT. M.05.02.1 Wire Fabric. All steel wire fabric shall conform to either AASHTO M55 (ASTM A185) or AASHTO M221 (ASTM A497) for plain and deformed wire fabric, respectively. M.05.02.2. Spiral Wire. Spiral wire reinforcement shall conform to AASHTO M32 (ASTM A82). M.05.03 PRESTRESSING STEEL. Prestressing steel shall be high-strength steel wire, high- strength, seven-wire strand or high-strength allo y bars of the grade and type called for on the Plans or in the Special Provisions. M.05.03.1 Products.
M204 (ASTM A421).
the requirements of AASHTO M203 (ASTM A416).
Μ−24
A722). M.05.04 STRUCTURAL STEEL. All steels for use in main load carrying member components subject to tensile stress shall conform to the applicable Charpy V-Notch Impact Test requirements of AASHTO M270 (ASTM A709). M.05.04.1 Products.
Grade 36.
50 or Grade 50W.
conform to AASHTO M270 (ASTM A709) Grade 70W.
to AASHTO M270 (ASTM A709) Grades 100 or 100W. M.05.04.2 Steels for Pins, Rollers, and Expansion Rockers.
(ASTM A108) Grades 1016 to 1030 inclusive for sizes 4 inches in diameter or less.
M102 (ASTM A668) Class F for sizes to 10 inches in diameter and classes C, D, and G for sizes to 20 inches in diameter. M.05.04.3 Structural Tubing shall be either cold formed welded or seamless tubing conforming to ASTM A500 Grade B or hot-formed welded or seamless tubing conform to ASTM A501. M.05.04.4 Fasteners - Bolts.
(ASTM A325) or AASHTO M253 (ASTM A490). When high strength bolts are used with unpainted weathering grades of steel, the bolts shall be Type 3. The supplier shall provide a lot number appearing on the shipping package and a certification noting when and where all testing was done, including rotational capacity tests, and zinc thickness when galvanized bolts and nuts are used. The maximum hardness for AASHTO M164 (ASTM A325) bolts 1 inch or less in diameter shall be 33 HRC.
Μ−251. Proof Load Tests (ASTM F606 Method 1) are required for the bolts. Wedge tests of full size bolts are required in accor dance with Section 8.3 of AASHTO M164. Galvanized bolts shall be wedge tested after galvanizing. Proof load tests (AASHTO M291) are required for the nuts. The proof load tests for nuts to be used with galvanized bolts shall be performed after galvanizing, over-tapping and lubricating. Except as noted below, nuts for AASHTO M164 (ASTM A325) bolts shall conform to AASHTO M291 (ASTM A563) Grades DH, DH3, C, C3 and D or AASHTO M292 (ASTM A194) Grades 2 and 2H. Nuts for AASHTO M253(ASTM A490) bolts shall conform to the requirements of AASHTO M291 (ASTM A563) Grades DH and DH3 or AASHTO M292 (ASTM A194) Grade 2H. Nuts to be galvanized (hot-dip or mechanically galvanized) shall be heat treated Grade 2H, DH or DH3. Plain (ungalvanized) nuts shall have a minimum hardness of 89 HRB.
Nuts to be used with AASHTO M164 (ASTM A325;) Type 3 bolts shall be of Grade C3 or DH3. Nuts to be used with AASHTO M253 (ASTM A490) bolts shall be of Grade DH3. All galvanized nuts shall be lubricated with a lubricant containing a visible dye. Black bolts must be oily to touch when delivered and installed. Washers shall be hardened steel washers conforming to the requirements of AASHTO M293 (ASTM F436).
referenced therein for nuts require that bolts and nuts manufactured to the specification be identified by specific markings on the top of the bolt head and on one face of the nut. Head markings must identify the grade by the symbol "A 325," the manufacturer and the type, if Type 2 or
AASHTO M253 (ASTM A490) for bolts and the specifications referenced therein for nuts require that bolts and nuts manufactured to the specifications be identified by specific markings on the top of the bolt head and on one face of the nut. Head markings must identify the grade by the symbol "A 490," the manufacturer and the type, if Type 2 or 3. Nut markings must identify the grade, the manufacturer and if Type 3, the type. Markings on direct tension indicators must identify the manufacturer and Type "490." Other washer markings must identify the manufacturer and if Type 3, the type.
Hexagon Structural Bolts and for Heavy Semi-Finished Hexagon Nuts given in ANSI Standard B18.2.1 and B18.2.2, respectively.
specified to be hot-dip galvanized in accordance with AASHTO M 232 (ASTM A153) Class C or, mechanically galvanized in accordance with AASHTO M298 (ASTM B695) Class 50. Bolts to be galvanized shall be either AASHTO M164 (ASTM A325) Type 1 or Type 2 except that Type 2 bolts shall only be mechanically galvanized. Galvanized bolts shall be tension tested after galvanizing.
Μ−26 Washers, nuts and bolts of any assembly shall be galvanized by the same process. The nuts should be over-tapped to the minimum amount required for the fastener assembly, and shall be lubricated with a lubricant containing a visible dye so a visual check can be made for the lubricant at the time of field installation. AASHTO M253 (ASTM A490) bolts shall not be galvanized.
materials, manufacturing, and chemical compos ition requirements of AASHTO M 164 (ASTM A325) or AASHTO M253 (ASTM A490), and which meet t he mechanical property requirements of the same specification in full-size tests, and which have body diameter and bearing areas under the head and nut, or their equivalent, not less than those provided by a bolt and nut of the same nominal dimensions prescribed in Para. b.3 of this Subsection M.05.04.4 may be used, subject to the approval of the Engineer. Such alternate fasteners may differ in other dimensions from those of the specified bolts and nuts. Subject to the approval of the Engineer, high-strength steel lock-pin and collar fasteners may be used as an alternate for high strength bolts as shown on the Plans. The shank and head of high-strength steel lock-pin and collar fasteners shall meet the requirements of Para. b.3 of this Subsection M.05.04.4.
Each fastener shall provide a solid shank body of sufficient diameter to provide tensile and shear strength equivalent to or greater than that of the bolt specified, shall have a cold forged head on one end, of type and dimensions as approved by the Engineer, a shank length suitable for material thickness fastened, locking grooves, breakneck groove and pull grooves (all annular grooves) on the opposite end. Each fastener shall provide a steel locking collar of proper size for shank diameter used which, by means of suitable installation tools, is cold swaged into the locking grooves forming head for the grooved end of the fastener after the pull groove section has been removed. The steel locking collar shall be a standard product of an established manufacturer of lockpin and collar fasteners, as approved by the Engineer. M.05.04.5 Weld Metal shall conform to the current requirements of the ANSI/AASHTO/AWS D1.5 Bridge Welding Code. M.05.04.6 Shear Connectors . Shear connector studs shall conform to the requirements of the Specification for Cold Finished Carbon Steel Ba rs and Shafting, AASHTO M169 (ASTM A108) cold- drawn bar, Grade 1018 or Grade 1020, either semi- or fully-killed. If flux-retaining caps are used, the steel for the caps shall be of a low carbon grade suitable for welding and shall comply with Cold-Rolled Carbon Steel Strip, ASTM A109. Tensile properties as determined by tests of bar st ock after drawing or of finished studs shall conform to the following requirements: Tensile Strength (min.) 60,000 psi Yield Strength * (min.) 50,000 psi Elongation (min.) 20 percent in 2 inches Reduction of area (min.) 50 percent
*As determined by a 0.2 percent offset method.
Tensile properties shall be determined in accordance with the applicable sections of ASTM A370, Mechanical Testing of Steel Products. Tensile tests of finished studs shall be made on studs
Μ−27welded to test plates using a test fixture similar to that shown in Figure 7.2 of the current ANSI/AASHTO/AWS D1.5 Bridge Welding Code. If fr acture occurs outside of the middle half of the gauge length, the test shall be repeated. Finished studs shall be of uniform quality and condition, free from injurious laps, fins seams, cracks, twists, bends, or other defects. Finish sha ll be as produced by cold dr awing, cold rolling, or machining.
accordance with the material requirements of this Section. Certified copies of in-plant quality control test reports shall be furnished to the Engineer upon request.
each type and size used under the Contract, as necessary for checking the requirements of this Section. M.05.04.7 Low Alloy Nickel Copper Steel Pipe (Corrosion Resistant). This pipe shall be manufactured subject to the requirements of ASTM A53; “Welded and Seamless Steel Pipe” with the following modifications: Carbon 0.20% maximum Manganese 1.06% maximum Phosphorous 0.08% maximum Sulphur 0.05% maximum Copper 0.75 to 1.25% Nickel 1.60 to 2.20% M.05.04.8 Steel Forging and Steel Shafting.
for General Use, AASHTO M102 (ASTM A668, Class C, D, F, or G.
Grade 10160-10300 inclusive unless otherwise specified. M.05.04.9 Steel Castings and Iron Castings.
(ASTM A486). Carbon-Steel Castings for general applications shall conform to AASHTO M103 (ASTM A27), Class 70 or Grade 70-36 steel, respectively, unless otherwise designated.
Resistant Iron Chromium, Iron-Chromium-Nickel and Nickel-Based Alloy Castings for General Applications, AASHTO M163 (ASTM A743) Grade CA 15, unless otherwise specified.
M105 Class No. 30, unless specified otherwise.
Μ−28 d. Ductile Iron Castings for scupper grates shall conform to the requirements of ASTM A536.
AASHTO M 06. The grade to be furnished shall be number 32510, unless otherwise specified.
sponginess, cracks, blow holes, and other defects in position affecting their strength and value for the service intended. Castings shall be boldly filleted at angles and the arrises shall be sharp and perfect.
as to present a smooth, clean, and uniform surface. M.05.04.10 Bronze or Copper-Alloy.
AASHTO M108 (ASTM B100). M.05.04.11 Aluminum Materials. Aluminum materials for structures, signs, sign and signal supports, lighting, hardware and welding materials shall conform to the specifications listed as follows:
thicknesses from 0.188 inch to 1.25 inches.
0.250 inch to 2.000 inches.
to ASTM B221.
aluminum is used for pins, rollers or expansion rockers, it shall conform to the requirements of ASTM B211 Alloy 6061-T6.
carbon steel bolts, ASTM A307; power driven aluminum rivets ASTM B316 Alloy 6061-T6 conforming to the requirements of MIL-R-1150F; coated high strength steel bolts AASHTO M164 (ASTM A325), or stainless-steel bolts ASTM F593 Group 1, 2, or 3.
Society's AWS D 1.2 Structural Welding Code - Aluminum.
requirements of ASTM B108 Alloy A 4440-T4. Sand castings shall conform to ASTM B26.
Μ−29h. Aluminum Forgings. Aluminum forgings and forging stock shall conform to the requirements of ASTM B247 Alloy 6061-T6.
ASTM B241.
B308.
M.05.04.12 Structural Materials for Corrugated Metal Structures. Materials shall conform to the following specifications:
M36 (ASTM A760); AASHTO M245 (ASTM A762) or AASHTO M190 for steel and AASHTO M196 (ASTM B745) for aluminum.
shall conform to the requirements of AASHTO M167 (ASTM A761) for steel and AASHTO M219 (ASTM B746) for aluminum. M.05.04.13 Hardware for Timber Construction. The term hardware shall include all metal fastenings required for timber connections or for connecting timber to concrete or steel work. The following items will be considered as Hardware: bolts, tie rods, turnbuckles, washers, nuts, drift bolts, steel dowels, nails, spikes and lag screws for timber connections; steel plates used as washers; metal timber connectors of various des igns; metal shear developers for composite timber and concrete structures; and anchor plates or clips for plank floors and sidewalks.
requirements of AASHTO M270; Structural Steel for Bridges, Grade 36 unless otherwise specified in the Special Provisions.
steel unless otherwise specified in the Special Provisions. Washers may be cast iron or malleable iron castings.
be fabricated of hot-rolled carbon steel that conforms to the requirements of Society of Automotive Engineers Specification SAE-1010. Shear plates shall be fabricated of hot-rolled carbon steel that conforms to the requirements of SAE-1010 for 2_ -inch diameter plates. Shear plates shall be fabricated of malleable cast iron; Grade 32510, in accordance with ASTM A47 for 4-inch diameter plates.
Μ−30 Spike grid connectors shall be fabricated of malleable cast iron; Grade 32510, in accordance with ASTM A47.
dome heads, or economy type (washer) heads. Unless otherwise specified, bolts shall conform to ASTM A307; "Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile.” They shall have coarse threads, Class 2 tolerance, that conform to ANSI Standard Specifications. Nails shall be cut or round wire of standard forms. Spikes shall be cut or wire spikes, or boat spikes, as specified in the Special Provisions.
steel components shall be galvanized. Hardware shall be galvanized in accordance with AASHTO M232; "Zinc Coating (Hot-Dip) on Iron and Steel Hardware.” Other steel components shall be galvanized in accordance with AASHTO M111; "Z inc (Hot-Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strip." M.05.05 GALVANIZING FOR BAR REINFORCEMENT. The bar reinforcement shall be Class 1 galvanized after bar fabrication, in accordance with ASTM A767, Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement, including Supplemental Requirements S1 and S3.
In accordance with ASTM A767, the average coating thickness, of a minimum of 3 tests, shall be 3.5 oz/sf or 6 mils.
Chromating is not allowed.
Prior to galvanizing, the material shall have all grease, dirt, mortar, mill scale, injurious rust, or any other foreign substance removed. For the purpose of these specifications, the term "injurious rust" shall be interpreted to mean rust which is not firmly bonded to the steel. Rust which is difficult to remove, even by vigorous scrubbing with a wire brush, shall be considered firmly bonded to the steel. The galvanized threads of nuts and mechanical connectors used for assembly with galvanized bolts and reinforcement shall be tapped oversize prior to coating and need not be retapped afterwards. The minimum additional diameter for Class-2A threads galvanized to Class C is as follows: Class-2A Thread Diameter (in.) Additional Diameter (in.)* 7/16" and smaller: 0.016" Over 7/16" to 1": 0.021" Over 1": 0.031" * applies to both pitch and minor (root) diameters, minimum and maximum limits. Material galvanized in accordance with theses pecifications shall be fr ee from any buildup of unadhered wet storage stains (white rust). These corrosion deposits, if present, shall be removed in a manner satisfactory to the Engineer prior to incorporation of the material in the work. After removal of these deposits, the coating shall have a uniform appearance free from uncoated spots, lumps, blisters, gritty areas, acid flux and black spots. Materials with these defects, or not meeting the finish and adherence of coating requirements as defined in the above ASTM specification, will
Μ−31be rejected and shall be immediately removed from the work site. Acceptable material shall be provided to replace rejected material at no additional cost to the State. Zinc-Rich Paint. Zinc-rich paint used for the field application and repair of galvanized coatings shall meet the following requirements:
with the galvanizing, and inert in concrete. Miscellaneous Hardware - Chairs, tie wires, nuts, bolts, washers, other devices, and miscellaneous hardware used to support, position, or fasten the reinforcement shall be made of or coated with, a non-conducting material, or galvanized. The specific hardware that the Contractor proposes to use shall be approved by the Engineer. If the specific hardware is galvanized, the hardware shall be prepared and galvanized in accordance with the requirements of both AASHTO M232 (ASTM A153) and this specification. The deflection of the hardware used to support the reinforcing bar mat shall not exceed ten percent of the specified concrete clear cover.
Mechanical Couplers. Mechanical couplerss hall be on the RIDOT Approved Products list or submitted to the Engineer for approval a minimum of 15 working days prior to their use. They shall be sized to fit the reinforcing bar to be spliced and designed such that the splice connection shall meet or exceed 125% of the specified yield strength of the rebar. M.05.06 GALVANIZING. Structural steel shall be galvanized in accordance with the Specifications for Zinc (Hot-dip-Galvanized) Coatings on iron and steel products, AASHTO M111 (ASTM A123). Fasteners and hardware items shall be galvanized in accordance with the specifications for Zinc Coating (Hot-dip) on Iron and Steel Hardware, AASHTO M232 (ASTM A153) except that high strength fasteners shall not be galvanized if hydrogen embrittlement can occur. Corrosion protection for these fasteners shall be per Subsection 825.03.3(c) . M.05.07 METALIZING. Structural steel shall be metalized in accordance with C2.2, Recom- mended Practices for Metalizing with Aluminum and Zinc for protection of Iron and Steel of the American Welding Society. M.05.07.1 Materials. All materials shall conform to the following requirements:
All coating shall meet current VOC emission requirements of the EPA Clean Air Act of 1977.
M.05.07.2 Blast Abrasive. Material shall be fresh, dry and sharp. The grain size shall be such as to provide a surface profile of 2.0 to 3.0 mils (approximately 30 to 70 mesh). In no case may round, soft sand be used. Samples of the abrasive shall be submitted to and approved by the Engineer prior to the commencement of any work. The Contractor shall verify that abrasive cl eaning materials meet the requirements of SSPC AB2, “Cleanliness of Recycled Ferrous Metallic Abrasives,” or SSPC AB 3, “Newly Manufactured or Remanufactured Steel Abrasive.” The condition and cleanliness of the recycled abrasives shall be in accordance with the fabricat ors approved quality control program as per SSPC QP3 and/or AISC
Μ−32 Special Paint Endorsement.
M.05.07.3 Wire. The wire used for spraying required herein shall be pure zinc or an alloy consisting of 85 percent zinc and 15 percent aluminum by weight drawn to manufacturer's recommendation for compatibility with equipment being used. The chemical composition shall be in accordance with ASTM B833. SECTION M.06
PAINT
M.06.01 GENERAL. Obtain certification from the coating manufacturer that all paint materials satisfy composition and testing requirements, are in conformance with the approved qualified products or other applicable requirements, and will not exceed the manufacturer’s specified shelf life before use. Materials will be rejected if the material arrives at the application site in containers other than original, unopened containers; if a container has a break in the lid seal or a puncture; or if the coating materials have started to polymerize, solidify, gel, or deteriorate in any manner. There shall be no noticeable difference in color between batches of finish paint used on an individual structure, as defined herein: The tri-stimulus color value shall be no greater than a ∆E (color difference) of 2. The Volatile Organic C ontent (VOC) shall comply with prevailing federal and state regulations.
M.06.01.1 Material Certification.
Test Data: Have the coating manufacturer or an approved laboratory test a sample from each production batch and forward the results to the Resident Engineer. Provide the following test data for each of the coating material components (primer, intermediate and topcoats):
• Infrared spectra (2.5 μ m to 15 μm (2.5 to 15 microns)) • Mass per liter (weight per gallon), at 25 oC (77F) • Viscosity in Krebs Units, at 25oC (77F) • Percent solids by mass (weight)
M.06.01.2 Literature. Product data sheets shall be supplied with each of the products and shall include but not be limited to the following information:
substrates, recommended surface preparation, recommended compatible coatings and recommended thinners.
components, recommended thickness per coat, weat hering ability, minimum and maximum recoat interval and cure requirements, per the applicable ASTM standards.
temperature and humidity application limitations, instructions for application by spray including
Μ−33equipment recommendations, cleanup recommendations, and storage conditions.
the volatile portions of vehicle and categorize solvents by type and photochemical reactivity.
to meet State Department of Transportation Specifications.
Engineer and shall accompany all shipped materials so the person receiving the material is aware of storage requirements and of the hazards presented by the products. Additional copies of the SDS shall be made available upon request. M.06.01.3 Shipping and Delivery. All paint shall be delivered to the shop or jobsite in their original containers, unopened, and with labels intact.
All coating layers in the Paint system shall be supplied by the same manufacturer.
The Contractor/fabricator shall ensure that sufficient quantities of paint are ordered. All topcoat material shall be supplied from the same lot or batch number. Unless otherwise specified, all paint furnished shall be delivered in metal containers that are U.S. Standard 5 (five) gallon size or the similar metric equivalent. One gallon containers may be used for small quantities only for touch-up or spot maintenance work. All containers shall be labeled in accordance with ANSI Z129.1-2000 “Hazardous Industrial Chemicals- Precautionary Labeling”
The following information shall be listed in clear, legible type on the label of each container for each product: - Manufacturer's name and complete address - Product name including component type, if applicable - Color name or number of the particular product or component - The lot and/or batch number of the product and components - The date of manufacture of the product and components - Identification of any toxic substances contained in the product. M.06.01.4 Sampling. Samples will be randomly selected by the Engineer from the stockpile of material proposed for the work, from each production batch represented by the project stockpile. A production batch is defined as one distinct, identifiable unit of production of material outlined in the manufacturer’s quality control plan. The Contractor shall properly mix the contents of each paint component to be sampled by the Engineer, per t he manufacturer’s recommendations, immediately prior to sampling. The Engineer reserves the right to sample any container of paint material on the job site. No paint shall be applied until the batch sample has been approved by the Engineer. After the samples have been collected, the remainder may be used for the project work, providing the samples pass the testing requirements and are stored prior to use in accordance with the manufacturer’s recommendations.
Μ−34
M.06.02 PAINT SYSTEMS. The paint shall be selected from either the NEPCOAT Qualified Products List or as otherwise described in this specification.
M.06.02.1 New or 100% Bare Existing Structural Steel and/or Hardware. Paint systems on the NEPCOAT Qualified Products List are required for new or 100% bare structural steel and any related hardware. Surface preparation shall be per the recommended (not minimum) method as recommended by the manufacturer. Steel that is galvanized or metalized shall omit the specified zinc rich primer. The intermediate and finish coats of NEPCOAT systems shall be used to overcoat galvanizing or metalizing. If the galvanizing or metalizing is damaged, the approved organic zinc-rich primer from the NEPCOAT Qualified Produc ts List for the system shall be applied before applying the intermediate and topcoat. M.06.02.3 Existing Steel Structures and/or Hardware. This shall apply whenever the surface has been previously coated and/or has rusted, when minimal surface preparation has been specified by the Engineer or requested by t he Contractor and approved by the Engineer. The coating system used shall be on the NEPCOAT Qualified Products List, except the zinc rich primer shall be replaced by a surface tolerant product from the same manufacturer and compatible with the coating to be applied over it. The coating systems hall be submitted for approval prior to the start of any work. Surface preparation shall be per t he manufacturer-recommended (not minimum) method, unless otherwise approved by the Engineer.
M.06.03 CAULKING AND SEALANTS. Supply caulking and sealants that are compatible with the coating system specified for the project. Provide written confirmation from the coating and caulking/sealant manufacturers that the caulking and sealant products are compatible. The color of the caulking or sealants shall be the same as the finish coat color or clear, as approved by the Engineer.
SECTION M.07
SHEET PILING AND PILES M.07.01 UNTREATED TIMBER SHEET PILING. Timber sheeting shall be sound spruce, Douglas fir, white or yellow Lodgepole or Ponderosa pine, or western hemlock plank, planed on one side and either tongue and grooved or splined. Timbers heeting shall not be less than nominal 4 inches thick. The properties of timber sheeting shall conform to the requirements of AASHTO M168; Structural Timber, Lumber, and Piling. M.07.02 TREATED TIMBER SHEET PILING. Treated timber sheet piling shall conform to the requirements for untreated sheet piling as set forth above in Subsection M.07.01. In addition, treated sheet piling shall conform to the requirements of AASHTO M133, and current EPA and RIDEM regulations. M.07.03 PRECAST CONCRETE SHEET PILING. Concrete sheet piling shall conform to the
Μ−35applicable requirements of SECTIONS 601 and 809; PORTLAND CEMENT CONCRETE and PRECAST/PRESTRESSED STRUCTURE CONCRETE MASONRY , respectively, of these Specifications. M.07.04 STEEL SHEET PILING. Steel sheet piling shall be rolled steel sections and shall conform to the requirements of AASHTO M270, Grade 36, unless otherwise specified. M.07.05 UNTREATED TIMBER PILES. M.07.05.1 General. Timber piles shall conform to the requirements of AASHTO M168 and shall be cut from sound and live trees, preferable during the winter season. Piles shall be free from any defects which will impair their strength or usefulness for the purpose intended or that will prevent proper driving. Unless otherwise specified, untreated timber piles shall have the bark unpeeled. Treated timber piles shall be clean-peeled so that all of the outer bark and at least 80 percent of the inner bark well distributed over the outer surface of the pile shall be removed. In order to obtain proper preservative treatment, no strips of inner bark wider than ½-inch shall remain. All piles shall be cut above the ground swell, sha ll have a uniform taper from butt to tip end, and shall be free from short kinks. Knots or blem ishes shall be trimmed off close and even with the body of the pile. A line from the center of the butt to the center of the tip must lie wholly within the body of the pile. M.07.05.2 Inspection. All piles will be subject to inspection before or after shipment to the site, or both, at the option of the Engineer. Any pile that does not conform to all the requirements will be rejected. M.07.05.3 Specific Requirements. Untreated piles shall be new spruce, oak, Douglas fir, yellow pine, or any other species, subject to the approval of the Engineer, which will withstand the specified driving without injury. Butt and tip dimension for various lengths of piles shall be as set forth in the following table:
Minimum Minimum Dimension Tip Length 3 Feet from Butt Dimension
Up to 40 feet 12 inches 8 inches 40 feet and up to 50 feet 12 inches 7 inches 50 feet and over 13 inches 6 inches
For all piles the maximum dimension 3 feet from the butt shall be 20 inches. Measurements are under the bark in all cases. Where the piles are to support a concrete cap, the maximum butt dimensions shall be 6 inches less than the designated width of the concrete cap. Where piles are to be in line in a bent, all piles in the bent shall be of uniform size to permit
Μ−36 the proper fastening of the bracing. Cutting of piles to accommodate the bracing will not be permitted. M.07.06 TREATED TIMBER PILES. Treated timber piles shall conform to the requirements as set forth above in Subsections M.07.05.1 and M.07.05.2 . M.07.06.1 Specific Requirements. Timber to be used for treated piles will be southern yellow pine or Douglas fir and shall be treated in accordance with AWPA Standard C3 for C.C.A. All piles for which treatment is specified shall have not less than 1 inch of sapwood at the butt end for Douglas fir and a 2-inch ring of sapwood at the butt end for southern pine. Preservative treatment shall conform to the requirement of AASHTO M133 and the method of treatment shall conform to American Wood Preservers Association Standards C1, C2, and C3. M.07.07 PRECAST-PRESTRESSED CONCRETE PILES. Unless specified otherwise, precast- prestressed concrete piles shall be standard 14-inch square piles designed and manufactured in accordance with the Joint AASHTO and PCI Committee recommendations. Precast-prestressed concrete piles shall also conform to the applicable requirements of SECTIONS 601 and 809; PORTLAND CEMENT CONCRETE and PRECAS T/PRESTRESSED STRUCTURE CONCRETE MASONRY , respectively, of these Specifications. M.07.08 CONCRETE-FILLED SHELL PILES. This Subsection covers steel shell type piles where the shell is not considered as a permanent load carrying member. M.07.08.1 Steel Shells. Steel shells shall be of sufficient strength and rigidity to permit driving and to prevent distortion caused by soil pressures or the driving of adjacent piles, until filled with concrete. The shells shall be sufficiently watertight to exclude water during the placing of concrete.
Steel shells shall have a uniform taper, or a combination of uniform sections of increasing diameter, or a combination of uniform sections of equal length that increase progressively not more than twice the thickness of the shell at each change in diameter, or a uniform section throughout; but only one type shall be used for the Contract. The tip shall be of steel fully welded to tightly close the bottom of the pile to make a watertight closure. Care must be exercised to avoid the use of more than one short section at the butt end when necessary to extend the pile length. If steel shells consisting of a succession of cylindrical sections of increasing diameter are used, all sections shall be of equal length and increasing in diameter by not more than one inch between adjoining sections from the section at the tip to the section at the butt of the pile. The minimum tip diameter shall be 8 inches. The minimum butt diameter at the point of cut- off shall be 12 inches when the specified loading is 40 tons or less, or shall be 14 inches when the specified loading is over 40 tons and less than 50 tons. M.07.08.2 Concrete. Concrete for concrete-filled shell piles shall be Class X(AE) and shall otherwise conform to the applicable requirements of SECTION 601; PORTLAND CEMENT CONCRETE , of these Specifications. Reinforcement shall conform to the requirements of Subsection M.05.01; Bar Reinforcement , of these Specifications.
Μ−37 M.07.09 STEEL H-PILES. Steel H-piles shall be rolled structural shapes conforming to the requirements of AASHTO M270, Grade 36, unless otherwise specified. M.07.10 STEEL PIPE PILES . This Subsection covers steel piles where the casing is considered a permanent load-carrying member.
M.07.10.1 STEEL PIPE. Steel for pipe piles shall conform to the Standard Specifications for Welded and Seamless Steel Pipe Piles, ASTM A 252, Grade 2. M.07.10.2 CONCRETE. Concrete for steel pipe piles shall be Class A(AE) and shall otherwise conform to the applicable requirements of SECTION 601; PORTLAND CEMENT CONCRETE , of these Specifications.
M.07.11 PILE POINTS AND DRIVE SHOES shall be carbon-steel castings that conform to the requirements of AASHTO M103 (ASTM A27), Class 70 or Grade 70-36. M.07.12 CLOSURE PLATES AND CAPS shall be mild carbon steel that conforms to the requirements of AASHTO M270 (ASTM A709), Grade 36. SECTION M.08 FENCE AND GUARDRAIL M.08.01 BARBED WIRE. Barbed wire shall conform to the requirements of ASTM A121.
M.08.02 CHAIN LINK FENCE. Chain link fence and required fittings and hardware shall conform to the requirements of AASHTO M181 for the kind of metal, coating, sizes of wire and mesh specified. M.08.02.1 Fence, Woven Wire, Right-of-Way. Right-of-way wire fencing shall conform to AASHTO M279, Class 3, Grade 60. M.08.03 METAL BEAM RAIL. The rail elements shall be corrugated sheet steel beams conforming to the requirements of AASHTO M180 Class A; Type II. M.08.04 TIMBER RAIL. The timber rail shall be cut from the specified grade for dry, well seasoned and dressed spruce or fir, which shall meet the applicable requirements of AASHTO M168. Where preservative treatment is specified this shall conform to the requirements for "Preservative Treatments for Timber" of the AASH TO Standard Specifications for Highway Bridges. Timber preservatives shall conform to the requirements of AASHTO M133.
Μ−38 M.08.05 WIRE CABLE. The wire cable for guardrail shall conform to the requirements of AASHTO M 30 for the specified diameter and strength class. Flexible rail elements composed of multiple wires in any arrangement other than cable form shall conform in all respects to the Plan details and dimensions, and to the strength requirements on the Specifications for the item. M.08.06 FENCE POSTS. Wood posts shall conform to the details and dimensions indicated on the Plans. All wood posts shall be of sound, seasoned chestnut or cedar, peeled and with ends cut square or as indicated on the Plans. Posts shall conform to AASHTO M168. The posts shall be straight and all knots trimmed flush with the surface. Where treated posts are called for, the kind and type of treatment shall conform to AASHTO M133. All dimension timber and lumber required for fences or gates shall be sound, straight and free from knots, splits and shakes, and shall conform to AASHTO M168. It shall be of the species and grades indicated on the Plans and shall be dressed and finished on four sides. Steel posts shall be galvanized in accordanc e with AASHTO M 111. Fittings, hardware and other appurtenances not specifically covered by the Plans and Specifications shall be standard commercial grade, and in accord with current standard practice. M.08.07 GUARDRAIL POSTS. Railing posts shall be of either wood, steel or concrete as may be specified or shown. M.08.07.1 Wood Posts. Wood posts shall be fabricated from an approved or specified timber species and shall be of the quality, diameter or section, and length as specified or as shown on the Plans. When treated posts are specified, they shall be fabricated before treatment. Timber preservatives and preservative treatment shall conform to the requirements of Subsection M.08.04 . M.08.07.2 Steel Posts. Steel posts shall be of the section and length specified or as shown on the Plans. They shall be of copper bearing steel when so specified. Steel shall conform to the requirements of AASHTO M183 for the grade specified, or, for new railroad rail posts, of ASTM A1 for the unit weight of rail specified. The posts shall be galvanized to conform with AASHTO M111. M.08.07.3 Precast Reinforced Concrete Posts shall be of a section and length as specified or as shown on the Plans. Concrete shall be Class XX(AE) and shall conform to the applicable requirements of both SECTIONS 601 and M.02; PORTLAND CEMENT CONCRETE , of these Specifications. Bar reinforcement shall conform to Subsection M.05.01 of these Specifications. M.08.07.4 Concrete Deadmen for end anchorages shall be as specified or as shown on the Plans. Concrete shall be Class XX(AE) and shall conform to the applicable requirements of both SECTIONS 601 and M.02; PORTLAND CEMENT CONCRETE , of these Specifications. Bar reinforcement shall conform to Subsection M.05.01 of these Specifications.
Μ−39M.08.08 GUARDRAIL HARDWARE. Offset brackets of the resilient and non-resilient types shall be of the type specified or as shown on the Plans, and shall meet the strength requirements specified. Splices and end connections shall be of the type and design specified or shown on the Plans, and shall be of such strength as to develop the full design strength of the rail elements. End spring assemblies, when specified, shall be positive and of a type and design coinciding with the intent, design and strength of the railing st ructure, and shall be as specified or as shown on the Plans. End anchor rods and accessories shall be as specified or as shown on the Plans and shall be of such size and strength as to develop the full design strength of the rail elements. Unless otherwise specified, all fittings, bolts, washers and other accessories shall be galvanized in accordance with the requirements of AASHTO M111. All galvanizing shall be done after fabrication. Steel Beam Guardrail Reflectorized Triangular Delineators shall be of the type specified on the Plans. All triangular delineators shall be approved by the Department's Product Evaluation Committee and shall be one of those products contained in the Department's Approved Materials List. The washers of the delineator shall conform to the requirements for ASTM B209 Alloy 5052- H-32. SECTION M.09 CURBING M.09.01 GRANITE CURB FOR ROADWAYS. Granite shall conform to ASTM C615. The stone shall be sound, durable and free from seams; they shall be straight lined, without wind, and free from bunches or depressions; and shall not be taken from the surface of the quarry. The top of the stone shall be sawed to an approximately true plane, with no projections or depressions greater than 1/4-inch in any one piece. The front and back arris lines shall be pitched straight and true. There shall be no projections on the back face for 3 inches down from the top greater than 1/4-inch.
Circular curb to be set on a radius of 160 feet or less shall be cut to the lengths and radii shown on the Plans, and shall conform in every respect to the requirements of these Specifications. The top surface of curbing shall be free from drill holes and shall be scabble dressed to an approximately true plane with no projections or depressions greater than ½-inch. The front arris line shall be such that, when a straightedge is applied to the full length of the curb stone, there shall be no depressions under the straightedge greater than ½-inch. The front face shall be at right angles to the plane of the top and shall be smooth quarry split, free from drill holes which are longer than 3½-inches plus or minus 1/4-inch and deeper than
Μ−40 ½-inch and with no projections greater than 3/4-in ch or depressions greater than ½-inch measured from the vertical plane of the face through the top arris line for a distance of 8 inches down from the top. The ends of all curbing shall be jointed square with the planes of the top and face and so finished that when stones are placed end to end as closely as possible no space greater than 3/4-inch will show in the joint for the full width of the top or down on the face for 8 inches, after which the end may break back no more than 8 inches. The arris line formed by the intersection of the plane of the joint with the planes of the top and exposed faces shall have no variations from the plane of the top and exposed faces greater than 1/4-inch. M.09.02 GRANITE SLOPE CURBING FOR ROADWAYS. Granite shall conform to ASTM C615. The curbstone shall be of hard and durable granite of a uniformly light grayish white color and satisfactory to the Engineer, free from seams whic h would impair its structural integrity, and of a good smooth splitting appearance. The straight slope curbing shall be in lengths of not less than 2 feet or more than 6 feet. When the slope curbing is used on a curve of 100 feet radius or less, the length shall be as directed by the Engineer, except that when the edging is to be set on a radius of 10 feet or less, the maximum length shall be 1 foot. The curbing shall have a minimum thickness of 3 inches and a maximum thickness of 6 inches. When the slope curbing is set, the width of the face of the curbing shall be 12 inches, with a tolerance of plus or minus 1 inch. The exposed face of all curbing shall be smooth quarry split to an approximate true plane and shall have no projections or depressions which will cause over 1 inch to show between a 2-foot straightedge and the face when the straightedge is placed as closely as possible on any part of the face. If projections on the face are more than that specified, they shall be dressed off. The top and bottom lines of the face shall be pitched off to a straight line and shall not show over 1-inch between stone and straight edge when straightedge is placed along the entire length of top and bottom lines when viewed from a direction at right angles to the plane of the face, and for the top line only not over 1-inch when viewed from a direction in the plane of the face. The ends shall be square to the plane of the face and so finished that when the stones are placed end to end as closely as possible, no s pace more than 1½-inches shall show in the joint for the full width of the face except that where the edging is to be used on a curve having a radius of 10 feet or less, the ends of the stone shall be cut so as to provide a finished joint for the full width of the face of not more than 3/4-inch. The arris lines at the ends shall be pitched with no variation from the plane of the face more than 1/4-inch. Drill holes not more than 3½-inches or ½-inch in depth will be permitted. The sides shall not be under the square more than 4 inches or over the square at the back more than 1 inch. M.09.03 PRECAST CONCRETE CURBING. The curbing shall conform to the dimensions indicated on the Plans. The concrete shall conform to the requirements of SECTION 601; PORTLAND CEMENT CONCRETE .
Forms for the curbing shall be of wood or metal, or approved sand molds preformed with suitable moulding sand. Sand molds shall be constructed as directed by the Engineer and shall conform to the dimensions as specified on the Plans. All surfaces shall be clean cut, free from blow holes or pitted areas. Sand molds shall be sprayed with approved wax solution if required by the Engineer. When sand molds are used the curbing shall be removed from the sand forms as directed by the Engineer.
Μ−41 With the slope faced curbing the top, slope and vertical faces shall be floated smooth and the edges rounded to remove the sharp corners while the curb is still soft. Caution shall be used to remove only the sharp edges. The curbing shall then be finished as indicated on the Plans or in the Proposal. Slope faced curbing with white faced top and slope shall be poured in two courses as indicated on the Plans. The second course shall be poured immediately after completion of pouring the first course in order that a sufficient bond between the 2 courses shall be obtained. The use of a standard white Portland cement will be required fo r the upper portion of the slope and top faces of the curbing. Manipulation and finishing shall be as indicated in these Specifications and as indicated on the Plans or in the Proposal. Dog-holes shall be moulded in sections as shown on the Plans. M.09.03.1 Reinforcement. Reinforcing materials, if and as called for, shall conform to the requirements specified under Subsection M.05.01; Bar Reinforcement . M.09.03.2 Joint Fillers. Preformed and poured joint fillers, if and as called for, shall conform to the requirements specified under Subsection M.02.10; Joint Materials . M.09.04 BITUMINOUS CURBING. Bituminous concrete curbing shall conform to both the applicable requirements of SECTION M.03 and the gradation requirements, physical properties and test limits indicated in the following table:
Sieve Gradation Size Percent by Weight ½" 100 3/8" 90-100 #4 80-100 #8 60-82 #30 35-55 #50 22-38 #100 10-22 #200 5-12
Asphalt Percent by Weight 7-10 ____________________________________________________
Marshall Stability lbs. (min.) 50 Blow 1000 ____________________________________________________
Percent Voids 3-5 ____________________________________________________
Flow (in.) .08-.16
Μ−42
M.09.05 GRANITE CURB FOR BRIDGES. Granite shall conform to ASTM C615. M.09.05.1 General. The stone for bridge curb shall be hard, durable granite of a uniform grayish white color, free from seams which impair its structural integrity and shall be satisfactory to the Engineer. Natural color variations characteristic of granite at the source quarry will be permitted. M.09.05.2 Dimensions. Unless otherwise shown on the Plans, straight curb shall be furnished in lengths of not less than 6 feet or preferably more than 8 feet, but in no case more than 10 feet, and shall be of approximately equal lengths in any run between two consecutive joints. Detailed cutting plans shall be submitted and approved before the cutting of stone is started. Curb to be set on a radius of 160 feet or less shall be cut to the curve required. Curb which is to be set on a radius between 160 feet and 300 feet may be furnished straight if furnished in lengths not to exceed 6 feet. M.09.05.3 Vertical Face Granite Curb Finish. The top surface shall be sawed or tooled to an approximately true plane with no projections or depressions greater than 1/8-inch. The bottom surface shall be sawed or split to a dimensional tolerance of +0 to -1/2-inch. The front and back arris lines shall be pitched straight and true and there shall be no projections on the back surface for 3 inches down from the top which would exceed ½-inch. The remainder of the back may fall away by not more than 1½-inches. The front face shall be at right angles to the planes of the top and ends and shall be sawed or tooled to an approximately true plane, with no projections or depressions of more than 1/4-inch measured from the vertical plane of the face through the arris or pitch line. The ends of all stones shall be cut square with the planes of the top and face. Ends of stones at joints where they are to be in contact with preformed joint filler must be held full for their entire depth and finished by sawing with a maximum variation of 1/4-inch. Ends of stones at intermediate joints shall be held full for 2 inches from all exposed surfaces with a permitted variation of 1/4-inch. Beyond this area the joint may fall away a maximum of 3 inches. M.09.05.4 Slope Face Granite Curb Finish. The top face and slope face shall be sawed or tooled to an approximately true plane with no variations greater than 1/8-inch. The bottom surface shall be sawed or split to a dimensional tolerance of +0 to -1/2-inch. The face and back arris lines shall be pitched straight with no variation greater than 1/8-inch. There shall be no projections on the back surface for 3 inches down from the top which would exceed ½-inch. The remainder of the back may fall away not more than 1½-inches. The front face shall be at right angles to the planes of the top and ends and shall be sawed or tooled to an approximately true plane with no projections or depressions greater than 1/4-inch measured from the vertical plane of the face through the arris or pitch line. The ends of all stones shall be cut square with the planes of the top and face. Ends of stones at joints where they are to be in contact with preformed joint filler must be held full for their entire depth and finished by sawing or tooling with a maximum variation of 1/4-inch. Ends of stones at intermediate joints shall be held full for 2 inches from all exposed surfaces with a permitted variation of 1/4-inch. Beyond this area the joint may fall away a maximum of 3 inches.
Μ−43M.09.05.5 Special Sloped Face Granite Curb for Bridge Railings. The top surface shall be sawn, or dressed, equivalent to an approximately true plane with no projections or depressions greater than 1/4-inch. The bottom surface shall be sawn, or dressed, to an approximately true plane with not more than a dimensional tolerance in curb rise of +0 to -1/2-inch. The front arris lines at the top and bottom of the slope shall be straight and true with no variation greater than 1/8-inch. The sloped surface and the front vertical surface shall be sawn, or dressed to a + 1/4-inch tolerance. The back of the curb shall be either scabbled, or quarry split and shall not fall away from the vertical more than 3 inches toward the front or have any projections exceeding ½-inch. The ends of all stones shall be cut square with the planes of the top and face. Ends of stones at joints where they are to be in contact with preformed joint filler must be held full for their entire depth and finished by sawing or tooling with a maximum variation of 1/4-inch. Ends of stones at intermediate joints shall be held full for 2 inches from all exposed surfaces with a permitted variation of 1/4-inch. Beyond this area the joint may fall away a maximum of 3 inches. M.09.05.6 Anchors. Anchors shall be No. 6 Reinforcing Bars to the dimensions shown on the Plans. At least 3 anchors shall be furnished and installed in each stone. M.09.05.7 Mortar. Mortar for joints shall be composed of 1 part Portland cement to 2 parts clean sand with sufficient water to form a workable mixture. Mortar shall be used within 45 minutes after its preparation. SECTION M.10
DUST CONTROL, RIPRAP, STONE WALLS, COBBLESTONES, FLAGSTONES, HIGHWAY BOUNDS M.10.01 (OPEN) M.10.02 CALCIUM CHLORIDE . Calcium chloride shall conform to the requirements of AASHTO M144. M.10.03 RIPRAP. Riprap shall consist of broken stone produced from sound ledge or large boulders with at least three fractured faces on each particle and shall be free from overburden, spoil, shale or organic material. The stone shall have a minimum density of 160 pounds per cubic foot. It shall be angular in shape with its minimum dimension not less than one third of the maximum dimension. Stone for Placed Ripraps hall have one flat face and shall be roughly square or rectangular to facilitate laying up. M.10.03.1 Bedding for Riprap. Bedding Stone as shown on the Plans shall conform to the quality requirements of this Subsection M.10.03, and shall conform to one of the following designations:
Μ−44 Filter Stone (1)
National Stone Association Size Inches (square openings) Modified NSA No. 100% Passing 0-50% Passing 0-15% Passing
FS-1 ½ No. 16 No. 50 FS-2 2 No. 4 No. 16 FS-3 6½ 2.5 No. 4
Note 1: REFERENCE: National Stone Associati on manual; "Quarried Stone for Erosion and Sediment Control," dated 1978.
M.10.03.2 Stone for Riprap. Stone for riprap as shown on the Plans shall meet the quality requirements of this Subsection M.10.03 and shall conform to one of the following designations. In addition, such stone shall be well graded within the size specified.
Graded Riprap Stone(1)
National Stone Association Size Inches (square openings) Modified NSA No. 100% Passing 0-50% Passing 0-15% Passing
R-1 2 1 No. 4 R-2 4 2 1
R-3 8 4 2 R-4 14 7 4 R-5 20 10 6
R-6 26 13 8 R-7 34 18 14 R-8 50 24 18 Note 1: REFERENCE: National Stone Associati on manual; "Quarried Stone for Erosion and Sediment Control," dated 1978.
M.10.04 STONE WALLS. Stones for this work shall be natural field stone of a quality suitable to the Engineer and shall be roughly rectangular in shape with at least one fairly even face. M.10.05 COBBLESTONES. Stones shall be hard durable cobbles not less than 4 inches nor more than 8 inches long by 6 inches wide and shall have a uniform thickness of not less than 4 inches.
Μ−45 M.10.06 FLAGSTONES. Flagstone shall be clean, even grain stone, finished with a rock face top and chisel edges. The face edge of tread shall not vary more than 1/4-inch from a line throughout its length. Stone for use in walks shall have a uniform thickness of not less than 3 inches.
Stone for use as treads shall have a uniform thickness of not less than 1½-inches. M.10.07 HIGHWAY BOUNDS. M.10.07.1 Granite Bounds. Granite bounds shall be of the dimensions shown on the Plans and shall conform to the requirements of Subsection M.09.01; Granite Curb for Roadways , of these Specifications. M.10.07.2 Reinforced Concrete Bounds. Materials for reinforced concrete bounds shall conform to the applicable requirements of SECTION 601; PORTLAND CEMENT CONCRETE , and Subsection M.05.01; Bar Reinforcement , of these Specifications. M.10.07.3 Bronze Rods. Bronze for highway markers shall conform to the requirements of AASHTO M107. SECTION M.11
TIMBER M.11.01 SAWN LUMBER. All timber used for construction shall be sawn lumber that meets both the classification and grading requirements for stress graded structural species and the following special requirements. M.11.01.1 Structural Grades shall conform to ASTM D245; "Practice for Establishing Structural Grades and Related Allowable Properties for Visually Graded Lumber." M.11.01.2 Mechanical Properties shall conform to ASTM D2555; "Method for Establishing Clear Wood Strength Values." M.11.01.3 Allowable Stresses for sawn structural lumber shall be as designated by the Contract design criteria as noted on the Plans or in the Special Provisions. M.11.01.4 Structural Lumber shall be American Standard Lumber manufactured and graded in accordance with the latest edition of the ALS PS 20. All such lumber shall be grade-marked in accordance with both the requirements of that standard and the applicable grading rules agency. M.11.01.5 Sawn Lumber and Timber shall conform to AASHTO M168; "Standard Specification for Wood Products."
Μ−46 M.11.02 STRUCTURAL GLUED LAMINATED TIMBER. Structural glued laminated timber shall conform to the American National Standard Institute's publication ANSI/AITC A190.1; "Wood Products - Structural Glued Laminated Timber." M.11.02.1 Working Stresses shall be determined according to ASTM D3737; "Test Method for Establishing Stresses for Structural Glued Laminated Timber." M.11.02.2 Allowable Stresses shall be as designated by the Contract design criteria as noted on the Plans or in the Special Provisions. M.11.02.3 Other Requirements of Subsection M.11.01; Sawn Lumber, of these Specifications shall also apply. M.11.03 PRESERVATIVE TREATMENT. The preparation, process, amount, and type of preservative treatments shall conform to the requirements of Section 17; Division II of the AASHTO Standard Specifications for Highway Bridges. These requirements shall apply to both the wood preservatives and the preservative treatments of dimensional lumber, timber, posts, beams, stringer, and laminated members indicated on the Plans or in the Special Provisions. The preservative treatment of structural timber and lumber shall be provided by the pressure process and, unless otherwise provided by the Special Provisions, shall conform to the requirements of AASHTO M133; "Standard Specification for Preservatives and Pressure Treatment Process for Timber"; the standards of the American Wood Preservers Association, and ASTM D1760; "Pressure Treatment of Timber Products." The preservative retention requirements and treatment process shall be as designated on the Plans or in the Special Provision. SECTION M.12
WATERPROOFING, DAMPPROOFING AND SEALERS (CONCRETE PROTECTIVE SYSTEMS) M.12.01 WATERPROOFING. Products shall be on the RIDOT Approved Products List or submitted for review and approval by the Engineer.
M.12.01.1 Heat-applied Pre-fabricated Membrane. Primer: The primer shall allow the quick application of the prefabricated waterproofing sheet membrane and shall be as specified by the manufacturer of the membrane. Sheet Membrane: The membrane material shall consist of a prefabricated reinforcement of synthetic nonwoven material, thoroughly impregnated and coated with styrene-butadiene-styrene (SBS) modified bitumen. It shall be provided in rolled sheet form. Curb bitumen shall be a SBS modified liquid bitumen that conforms to the following tests:
Μ−47Test Method Required Result
Softening Point ASTM D-2398 Penetration at 77°F Tensile strength UEAtc 100 lbs. /in min (170N/cm min) Low Temperature Flexibility Puncture Resistance Softening Point Appearance of the membrane lower face after bending at 5°F (-15°C) ASTM-E154 ASTM-D36 No damage 315 lbs. (1400N) min 1 ½ in. (40mm min) ≥ 150°C
M.12.01.2 Cold Spray-applied Liquid Membrane.
component resin.
build monomer or polymer system. Primer is required. The membrane system shall pass ASTM C 836 Crack Bridging Test at 80 mils, or the thickness applied shall be at least equal to the thickness used by the manufacturer for the ASTM C 836 Crack Bridging Test. A manufacturer-approved tack coat shall be included for overlays on the waterproofing membrane. In addition, the membrane shall meet or exceed the following properties, submitted with a Certificate of Compliance, as related to laboratory prepared samples. Broadcast aggregate, if required, shall be per the manufacturer’s recommendations.
Test Method Required Results
Test Method Required Results Initial Cure Time N/A <30 Minutes, 73°F 50- 85% RH Water Vapor Transmission ASTM E 96 0.026 gr./ft 2/hr (0.18 g/m2/hr)
Adhesion to Concrete ASTM D 4541 >100 psi
Adhesion to Steel ASTM D 4541 >290 psi
Tensile Strength, Method A, Die C ASTM D 638 >435 psi Elongation at Break, Method A, Die C ASTM D 638 >100%
Μ−48 Low Temperature ¼“ (6.35mm) mandrel @ -13°F (-25°C) Pass Crack Bridging ASTM C 836 Pass @ 10 cycles, 0.0625 in, -15°F (1.6mm, -26°C) M.12.02 DAMPPROOFING. Products shall be on the RIDOT Approved Products List or submitted for review and approval by the Engineer. M.12.02.1 Primer shall be as required by the Manufacturer. M.12.02.2 Mop Coats shall conform to ASTM D449.
M.12.03 CONCRETE PROTECTIVE SEALERS. All material is subject to the approval of the Engineer. It shall have been tested by the manufacturer in accordance with these specifications and submitted to the Engineer for approval prior to the start of application. The material shall conform to the following requirements.
accordance with AASHTO T259 "Resistance of Concrete to ChlorideIon Penetration" or by 55 percent when tested in accordance with RIDOT Materials Laboratory Test "Chloride Penetration Resistance of Concrete Sealers" as described in research report FHWA-RI-RD-90-1 "Laboratory Evaluation of Concrete Sealers for Vertical Highway Structures."
as tested in accordance with RIDOT Materials Laboratory Test "Water Absorption and Water Vapor Transmission of Concrete Sealers," as described in RIDOT research report FHWA-RI-RD-90-1 "Laboratory Evaluation of Concrete Sealers for Vertical Highway Structures."
accordance with ASTM C666; "Resistance of Concrete to Rapid Freezing and Thawing," as modified by RIDOT for coated specimens, as described in RIDOT research report FHWA-RI-RD-90-1 "Laboratory Evaluation of Concrete Sealers for Vertical Highway Structures."
way.
all pertinent information, including but not limited to manufacturer's protective coating test results, shall be submitted to the Engineer by the manufacturer.
M.12.03.1 Film Forming Sealers shall form a durable, impermeable surface coat over the
Μ−49concrete substrate, and shall conform to the following.
chemicals, inhibits the intrusion of chloride salts and has exceptionally strong adhesive qualities.
Part "A" and Part "B,” and shall be proportioned in each container to provide the manufacturer's specified mixing ratio. M.12.03.2 Penetrant Class Sealers shall penetrate the surface of the concrete substrate and leave no visible trace of its presence.
SECTION M.13
BRIDGE BEARINGS M.13.01 ELASTOMERIC BEARINGS. M.13.01.1 Elastomer. The raw elastomer shall be virgin neoprene (polychloroprene). The elastomer compound shall be classified as being of low temperature grade 0, 2, 3, 4, or 5 as defined by the testing requirements in Table 18.2.3.1A in Section 18 of the AASHTO Standard Specifications for Highway Bridges (Fifteenth Edition). M.13.01.2 Steel Laminates. Steel laminates used for reinforcement shall be fabricated from rolled mild steel conforming to the requirements of ASTM A36 or A570 unless otherwise specified by the Engineer. The steel laminates shall have a minimum nominal thickness of 16 gauges. Holes in plates for manufacturing purposes will not be permitted unless they have been accounted for in design, and indicated as such on the Plans. M.13.01.3 Fabric Reinforcement . Fabric reinforcement shall be woven from 100 percent glass fibers of "E" type yarn with continuous fibers. The minimum thread count in ei ther direction shall be 25 threads per inch. The fabric shall have either a crowfoot or an 8 Hardness Satin weave. Each ply of fabric shall have a minimum breaking strength of 800 lb./in. of width in each thread direction. Holes in the fabric will not be permitted. M.13.01.4 Bond. The vulcanized bond between fabric and reinforcement shall have a minimum peel strength of 30 lb./in. Steel laminated bearings shall develop a minimum peel strength of 40 lb./in. Peel strength tests shall be performed by ASTM D429 Method B. M.13.02 POT AND DISC BEARINGS. All materials used in the manufacture of pot and disc bearings shall be new and unused. No reclaimed materials shall be incorporated in the finished bearings. All pot and disc bearings required for the Contract shall be fabricated by a single manufacturer. Materials, including the elastomeric rotational element, sealant, sealing rings, steel, stainless steel, and TFE sheet shall conform to the requirements of Subsection 18.3.3 of the AASHTO Standard Specifications for Highway Bridges (Fifteenth Edition).
Μ−50 M.13.03 SLIDING BEARINGS. M.13.03.1 Carbon Steel. Sole, pivot and masonry plates shall conform to the requirements of AASHTO M270, Grade 36. M.13.03.2 Stainless Steel. Stainless steel shall conform to the requirements of ASTM A240, Type 304 or ASTM A167, Type 304. M.13.03.3 Polytetrafluoroethylene (TFE). TFE resin shall be virgin material (not reprocessed) conforming to the requirements of ASTM D1457. Specific gravity shall be between 2.13 and 2.19. The melting point shall be 623 OF ±2O. M.13.03.4 Bedding of Masonry Plates.
ounce cotton duck impregnated and bonded with high quality natural rubber or of equivalent and equally suitable materials compressed into resilient pads of uniform thickness. The number of plies shall be such as to produce the specified thickness, after compression and vulcanizing. The finished pads shall withstand compression loads perpendicular to the plane of the laminations of not less than 10,000 pounds per square inch without detrimental reduction in thickness or extrusion.
B29. The sheets shall be of uniform thickness and shall be free from cracks, seams, slivers, scale, and other defects. Unless otherwise specified, lead sheets shall be 1/8-inch in thickness with a permissible tolerance of 0.03-inch plus or minus. M.13.03.5 Anchor bolts, including nuts and washers, shall be galvanized and shall conform to the applicable requirements of Subsection M.05.04.4 of these Specifications.
SECTION M.14 STONE FOR MASONRY M.14.01 STONES. The stone shall be of a kind specified on the Plans. The stone shall be of approved quality, sound and durable, resistant to weathering action, reasonably uniform in color unless otherwise specified, free from seams, cr acks, laminations and minerals which by weathering would cause discoloration or deterioration. Stone, unless otherwise specified, shall be from a quarry the product of which is known to be of sa tisfactory quality. Stone shall be properly seasoned and of such character that it can be wrought to such lines and surfaces, whether curved or plane as may be required. The stone shall be kept free from dirt, oil and any other injurious material which may prevent the proper adhesion of the mortar and concrete backing, or detract from the appearance of the exposed surfaces. Samples of the stone to be used shall be submitted when requested by the Engineer. When seam faced stones or a variety of distributed sizes, colors and textures is desired, the stone shall be obtained from more than one source if necessary.
Μ−51All granite shall conform to ASTM C615.
M.14.01.1 Sizes and Dimensions.
Plans, unless changes are ordered in writing by the Engineer. Where the width of bed is not shown, it shall be not less than 1¼ times the rise with a minimum width of 10 inches. The length of headers shall be not less than the width of the bed of the widest adjacent stone plus 12 inches. Stretchers shall have a length of not less than 2½ times their thickness, nor less than 3 feet, and not more than 3½ times their thickness. The Contractor shall, before any stone is delivered, prepare course layout plans with sufficient detail of individual stones to permi t cutting in the quarry.
Stone shall be cut to lie on the natural beds with tops and bottoms parallel, except where otherwise shown. The contact area of the beds shall be free from large depressions and cuppings which might impair the stability of the work and shall be dressed for at least 4 inches back of the pitch line. The vertical joints shall be dressed at right angles to the face for at least 2 inches back from the face, at which point they may fall away not more than 1 inch. The beds and joints for caps, copings and special units shall be dressed a corresponding distance from all exposed faces.
the Plans, but may be varied as directed by the Engineer to produce the desired effect. Unless otherwise specified, stone facing may vary from 9 to 15 inches in thickness, with occasional deeper stones for header purposes. Square units shall be avoided as far as possible. Stone for capping shall conform to section dim ensions and reasonably conform to the lengths shown by scale on the drawings.
quarry stones without other preparation t han the removal of very acute angles and excessive projections from the general surface. Stone removed from existing structures within project limits, or stones from other approved sources may be used. No stone less than 9 inches in thickness shall be used, unless otherwise specified. M.14.01.2 Surface Finish.
finishes of cut stone are defined as follows: Smooth-finished: Having a surface in which the variations from the pitch line do not exceed 1/16-inch. Fine-finished: Having a surface in which the variations from the pitch line do not exceed 1/4-inch. Rough-finished: Having a surface in which the variations from the pitch line do not exceed ½-inch. Scabbled: Having a surface in which the variations from the pitch line do not exceed 3/4- inch.
Μ−52 Rock-faced: Having an irregular projecting face without indications of tool marks. The projections beyond the pitch line shall not exceed 3 inches and no part of the face shall recede back of the pitch line.
and the maximum projection shall be 1 inch at the base of walls and shall taper off to about ½-inch adjacent to concrete copings or caps. Concave faces shall be avoided, and the top surface of capping shall be slightly crowned to shed water.
conform to the general plane of the wall surface, avoiding conspicuous projections extending over 2 inches from the face line, or depressions more than 1 inch deep.
SECTION M.15
TRAFFIC CONTROL AND HIGHWAY LIGHTING SYSTEMS
M.15.01 GROUND RODS. Ground rods shall be a 5/8-inch diameter by 10-foot long rod of copper- clad steel and shall be equipped with a clamp of sufficient size to receive the ground wire.
M.15.02 WIRE AND CABLE.
M.15.02.1 Wire for Highway Lighting.
indicated on the Plans. Conductors of sizes No. 10 AWG and larger shall be stranded. Wires of sizes smaller than 10 AWG shall be solid. The conductors shall be factory identified by printing the size and type of insulation. Each conductor shall be colored in accordance with the National Electric Code. Insulation color shall be constant throughout the length of the conductor and shall not otherwise need to be taped or tagged for identification. The color of the insulation of the neutral conductor shall be white. The remaining conductors shall not be white but shall be of dissimilar colors for identification. The grounding conductor, unless otherwise shown, shall be insulated to 600 volts. The grounding conductor insulation shall be green in color.
specifications as applicable. American Society for Testing Materials ASTM B3 - specification for annealed copper wire. ASTM B8 - specification for concentric-lay-standard, copper conductor, hard, medium hard or soft. ASTM B33 - specification for tinned soft or annealed copper wire for electrical purposes.
Μ−53
as applicable.
American Society for Testing Materials
ASTM D1351 - (THW and THWN) specification for polyethylene insulated wire and cable.
ASTM D2655 - XLPE (XHHW-2) specification for crosslink, thermosetting polyethylene insulation for wire and cable 0 to 600 volts.
All wire below finish grade shall be XLPE (X HHW-2). THW or THWN may be used between the handhole and fixture if the percent of wire above ground is greater than the percent below ground.
the National Electric Code, Table 310-13, "Conductor Applications and Insulations.” When specified by the National Electric Code, the neoprene jacket shall conform to ASTM D752.
thickness shall be as follows: Insulation Thickness Jacket Thickness Conductor Size in 64ths in Inches
14 thru 10 AWG 3 .015 8 thru 2 AWG 4 .030 1 thru 4/0 AWG 5 .045 250 thru 500 MCM 6 .065 600 thru 1000 MCM 7 .065
M.15.02.2 Ground Wire. Ground wire shall be seven strand, No. 2 AWG or No. 6 AWG, soft drawn copper and shall conform to the requirements of Para. b of Subsection M.15.02.1. M.15.02.3 Service Conductors . Service conductors shall be as shown on the Plans, type THHN or TWH and shall meet the requirements of Para’s. a through e of Subsection M.15.02.1. M.15.02.4 Traffic Signal Cable . Traffic signal cable or wire shall conform to IMSA Specification 19-1 or 20-1.
M.15.02.5 Loop Detector Wire. Wire for inductance loop detectors shall consist of No. 14 AWG, meeting the requirements of IMSA Specification 51-5.
A roadway loop embedding sealer approved by the Engineer shall be used to encapsulate traffic signal loop wires embedded in highway materials. The sealer shall be cold applied and may be a one- or two-component system, the viscosity of which shall be sufficient to allow the material to be either poured or placed under pressure and fully encapsulate the loop wires. The sealer shall be curable at temperatures of 40 OF and above, and, when bonded to common paving materials, it shall have sufficient strength and resiliency to withstand stresses due to vibrations and differences in expansion and contraction as a result of temperature changes or traffic conditions. The sealer shall be compatible with the sheathing and covering of loop inductance wire, and shall be resistant to most chemicals and solvents, including salts, acids, hydrocarbons, etc.
Μ−54 M.15.02.6 Loop Detector Lead-In Cable. Loop Detector Lead-In Cable shall meet the requirements of IMSA Specification 50-2.
M.15.02.7 In-Line Disconnect Device. Each unfused disconnecting device shall consist of a copper pin and a copper receptacle of at least 90 percent conductivity to be crimped to the cable. The receptacle shall establish contact pressure with the pin through the use of a copper beryllium sleeve spring and shall be equipped with a disposable mounting pin. The receptacle shall be fully annealed. Both the copper pin and receptacle shall have a centrally located recessed locking area adaptor to be complimentarily filled and retained by the rubber housing. The fused disconnecting device shall consist of a spring-loaded 90 percent minimum conductivity contact suitable for gripping the specified cartridge fuse. These contacts shall be fully annealed and adapted to be crimped to the cable and shall be adapted to be retained securely in the proper position within the rubber housing. The disconnect device housing shall consist of water resisting synthetic rubber capable of being buried in the ground. Each housing shall provide a section to form a water seal around the cable, have an interior pin or fuse contacts, and a section to provide a water seal between the two housings at the point of disconnection. Each housing shall be permanently marked "load side" or "line side." Fuse for the disconnecting devices shall be rated 600 volts, 100,000 ampere interrupting capacity, and shall be 13/32-inches in diameter.
M.15.02.8 Splice Kits. All material under this item shall consist of a splice made of fabricated 6061-T aluminum and is to be insulated with EPDM rubber compound rated 600 volts to accept copper conductors. Splices shall be approved for submersible installations. Each splice shall consist of 4 terminals with rubber “boots” suitable to accept recommended conductor sizes. Unused “boots” are to be left intact to keep the watertight integrity of the splice. Splice to be manufactured by HOMAC, RAB 350 Series or approved equal. M.15.03 HANDHOLES AND PULL BOXES. M.15.03.1 Precast Handholes and Pull Boxes. Precast Type “A” Handholes, Precast Type “B” Heavy Duty Handholes, and Precast Type “H” Heavy Duty Handholes shall be designed and manufactured in accordance with ASTM C478; “Precast Concrete Manhole Sections,” with the additional stipulation that the concrete mix design shall be Class XX (AE) as set forth in SECTION of these Specifications.
Cast iron frames and covers shall conform to the relevant provision of Subsection M.04.03.6 , or as indicated on the drawings. Covers on traffic signal handholes shall have the word "Signal" cast into them. Covers on telephone handholes shall have the word “Comm” cast into them. Covers for electric pull boxes shall have the word “Electric” cast into them. Frames and covers shall be provided with ground connectors as shown in the standard drawings for bonding purposes. Steel reinforcing shall conform to the relevant requirements of Subsection M.05.01 of these Specifications. Support grips shall be provided for each cable, including ground wire, in each handhole or pull box. Supporting grips shall be of the closed mesh type for permanent support of the cable; ends shall be made of stainless steel and shall have the capability of supporting 600 pounds complete with supporting hook. M.15.03.2 Metal Pull Boxes.
Μ−55 a. Type V Pull Box (Within Structure). Type “V” pull boxes shall be galvanized steel, thickness as indicated on the standard drawings. Boxes shall be furnished complete with tapped hubs, galvanized checkered plate covers, and neopr ene gaskets. The cover shall be fastened flush to the frame using stainless steel bolts with hex heads. A grounding lug is to be provided. Sizes shall be as shown on the Plans. Pull boxes shall be listed by Underwriters Labor atories and shall be tested for submersible application.
Drainage, including a 1-inch plastic drain pipe, shall be provided as shown on the Plans.
thickness as indicated on the standard drawings. Boxes shall be furnished complete with tapped hubs, galvanized checkered plate covers, and neoprene gaskets. The cover shall be fastened using stainless steel screws. The box can be secu red by using mounting lugs (optional) or using stainless steel bolts through back or bottom. Alternate methods of securing this box can be made using unistrut or other means accepted by the Engineer. Sizes shall be as shown on the Plans. Pull boxes shall be listed by Underwriters Labor atories and shall be tested for submersible application.
M.15.04 CONDUIT AND FITTINGS. M.15.04.1 Rigid Steel Conduit and Fittings. This conduit shall conform to Federal Specification WW-C-581. The latest revision of the Underwriters' Laboratories, Inc. Publication UL-6-Standard for Rigid Metallic Conduit also forms a part of this Specification. In addition to the above requirements, the exterior surface conduit including fittings shall be zinc-coated and the interior coated with zinc, enamel, or other corrosion resisting coating. The conduit shall be metalized galvanized, hot-dip galvanized or electro-galvanized. Threads and couplings shall conform to the provisions of Appendix III of ASTM A53; “Basic Threading Data for Pipe.”
M.15.04.2 PVC Plastic Conduit. Plastic conduit and elbows shall conform to the NEMA Standards Publication TC 2. Plastic fittings shall conform to the requirements of the NEMA Standards Publication TC 3. All conduit, elbows and fittings shall be UL listed.
M.15.04.3 Fiberglass Conduit. Fiberglass conduit shall be filament-wound reinforced epoxy resin. All conduit shall be manufactured in accordance with NEMA TC 2 and UL 1684. Fittings shall be manufactured using the same materials and process as the conduit. Joints shall be watertight and have a minimum pullout strength of 2000 pounds. Watertight joints may be formed by the use of a gasket or epoxy adhesive. Hanger systems for fiberglass conduit on bridge structures shall be as shown on the Plans. No adhesive anchors will be allowed to support the conduit hanger system.
M.15.04.4 Expansion Couplings. The fittings shall be designed to compensate for expansion in a horizontal line of conduit at expansion joints in a structure and shall be as detailed. Expansion fittings shall provide for a maximum of 4 inches longitudinal conduit movement, 2 inches in either direction. Expansion fittings shall provide for transverse conduit movement as
Μ−56 indicated where required by structural conditions.
Expansion fittings shall be bonded with heavy duty, two-bolt, ground fittings. Strap type clamps will not be acceptable.
M.15.05 LUMINAIRES. M.15.05.1 Luminaires with Integral Ballast and Photo Cell . Luminaires shall be multiple cutoff high pressure sodium type. Each luminaire shall be constructed of a two-piece aluminum die-cast housing. Latching assembly shall be a double action snap safety type. The hinge pin and hinge plate shall be of stainless steel with complete sealed and tilted optical system. The projected surface area of each luminaire shall not exceed 2.25 square feet, excluding the photo electric control when required. The slip fitter shall be of an adjustable type a ccommodating 1¼-inch to 2-inch diameter pipe with four stud mounting bolts with two "U" brackets locking a full 7½-inch desirable, 5½-inch minimum of bracket to sustain a 130 mph wind load. Housing for the luminaries shall be die-cast aluminum with standard grey polyester powder coat finish. The optical assembly shall include a specular Alzak aluminum reflector removable without tools. A flat lens heat resistant glass shall be factory installed. The lamp holder shall be of high grade porcelain, mogul base, enclosed type with both axial and vertical adjustment with visible marking. The luminaries shall be of the horizontal type for IES Type III medium cutoff optics. The high-pressure sodium lamps shall be mogul base, rated 250 volts and have an initial lumen output of 28,500 lumens for 250-watt fixtures and 50,000 lumens for 400-watt fixtures. Lamps shall have a rated average life of 30,000+ hours, and shall be TCLP compliant with a Prompter end-of-life indicator. The glass envelope of the lamp shall have a maximum diameter of 1-7/8” and maximum overall length (MOL) of 9-3/4”. The light center length (LCL) shall not exceed 5-3/4”. The lamp base shall be mogul (E), nickel plated brass with a glass insulation between the outer shell and the center contact. Luminaires shall be provided with twist lock receptacles for individual photoelectric control. Provisions shall be made to orient the receptacles to the north. Receptacles shall be molded hard rubber, and shall be installed with neoprene gasket and retaining ring. If circuits are energized via a photocell-controlled contactor at the service pedestal, photo- control shorting caps shall be supplied for each luminaire. M.15.05.2 Ballast. The luminaire shall contain a high-power-factor reactor type ballast, multi-tap connected for 240 volts plus or minus 10% starting voltage. Ballasts shall be suitable for operation at minus 20 OF.
M.15.05.3 Photo-Electric Controls. The controls shall be tubeless type suitable for 240-volt operation with the multiple high-pressure sodium luminaires specified above. The photo-electric controls shall be rated 105-285 volts, 50/60 cycles, alternating current, 1,800 volt-amperes, for high pressure sodium loads with peak currents not greater than 120 amperes, and shall be rated with an inrush current rating of 60 amperes complete with single-pole, double-throw 1,000-watt relay. Controls shall have an adjustable turn-on at 1.0 - 2.5 foot-candles. The turn-off value shall be 10 foot-candles maximum. The operating level shall be from 0.5- 10 foot-candles.
Μ−57 The temperature operating range shall be from minus 50OF to plus 150OF. Each photo-electric control shall consist of a dependable, simple, tubeless circuit, including a hermetically sealed, broad area cadmium sulfide photo-cell capable of controlling a relay without intermediate amplification. The relay shall be de-energized during the night with normally closed contacts in the closed position and the luminaire energized. During the day, the relay shall be energized with contacts open and the luminaire de-energized. Fail-safe features shall provide for the lighting load to remain turned on in the event of failure of the electric circuit. Directional design features and a time delay shall be incorporated in the photo-electric controls to prevent false turn-offs to headlights and other transient light sources.
The individual components of each photo-electric control shall be mounted on a Bakelite chassis and protected by a weatherproof acrylic housing. The photo-electric controls shall mount directly on the high-pressure sodium luminaires and shall conform to EEI-NEMA standards for locking, sealing and base dimensions. M.15.05.4 Protective Screen for Understructure Luminaire. Angle iron shall be 1½" x 1¼" x 2.34 pounds per foot. Angles shall be galvanized after welding corners and drilling. Wire mesh shall be galvanized chain link type, #6 gauge, with approximately 1-inch square openings. M.15.06 LIGHT STANDARDS AND FOUNDATIONS. M.15.06.1 Light Standards. Poles are to be designed for a basic wind speed of 130 miles per hour with 1.14 gust factor with loading in accordance with the latest revision of the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals.
All non-rounded luminaires and high-level lighting stru ctures, as defined in the latest revision of the AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals on Interstate Highways or limited access type facilities must comply with fatigue Category I requirements, including galloping, vortex shedding (if applicable), natural wind gusts, and truck induced gusts. The truck induced loading shall be based on 65 mph velocity.
All non-rounded luminaires and high-level lighting structures on all other roadways must comply with fatigue Category II requirements, including galloping, vortex shedding (if applicable), natural winds gusts, and truck induced gusts. The truck induced loading shall be based on 30 mph velocity. Lighting structures that have a taper of 0.14 inch per foot or greater are not susceptible to vortex shedding. Structural components and their connections shall be designed to resist the worst-case fatigue loading, upon evaluation of all applicable cases acting separately. The design of anchor bolts shall result in a ductile steel failure prior to any sudden brittle failure of the concrete. The breakaway support couplings shall meet the requirements of the latest revision of the AASHTO Standard Specifications for StructuralS upports for Highway Signs, Luminaires and Traffic Signals.
Μ−58 Design and fabrication of aluminum lighting standards for the support of high pressure sodium luminaires shall be similar and compatible in design and appearance with lighting standards installed on various sections of Interstate highways in the State of Rhode Island, except as otherwise noted or indicated on the Plans. The nominal luminaire mounting heights shall be 30 and 40 feet. Each shaft shall be tempered by a cold working process from a seamless extruded tube of 6063-T6 or 6005-T5 wrought-aluminum alloy. The davit arm shall taper from 6 inches at the base to 4 inches at the tip. A 2-inch diameter slip fitter, 9 inches long, shall be provided at the end of each davit arm. All arms shall be curved on an approved radius through an angle within 3 degrees of the horizontal. Twin davit lighting standards shall be provided with approved type field joints. The bottom of the bases shall be coated with bituminous paint after assembly. The base shall be of 356-T4 permanent mold cast aluminum alloy. The base shall be approximately 12 inches square at the bottom with a height of 3½-inches. Welding shall be performed by the inert gas shielding arc method, and welds shall be free from cracks and porosity. The base shall have slotted anchor bolt holes to allow mounting on 11-inch or 12-inch bolt circles. Bases shall be provided with cast aluminum bolt covers. The aluminum after fabrication shall have a minimum yield limit of 25,000 pounds per square inch. The shaft shall be capable of withstanding 1,500-pound horizontal load 18 inches down from the top without fracture or apparent permanent deformation after the load has been released. The base shall be capable of withstanding the maximum allowable bending moment of the shaft, but not less than 18,500 foot-pounds. When the arm is welded to the shaft, the arm shall withstand a vertical load of 100 pounds and a horizontal load of 50 pounds applied at the end of the arm without fracture or permanent deformation after the load has been removed. M.15.06.2 Light Standard Foundation.
place units shall be constructed of Class A(AE) cement concrete masonry. Precast units shall be constructed of Class XX(AE) cement concrete masonry. Cement concrete masonry shall conform to the applicable provisions of SECTION 601 of these Specifications.
Subsection M.05.01.
55,000 psi. They shall be 1 inch in diameter by 66 inches long, with a 4-inch L bend on the unthreaded end. Each anchor bolt shall have cut or rolled thread 6 inches long. These threads shall be one inch-8 National Coarse Class 2 fit. A hexagon nut and leveling washers shall be furnished with each bolt. The anchor bolt, washers and the hexagon nut shall be hot dipped galvanized conforming to ASTM A153.
Μ−59 Anchor bolts for roadway lighting are to be provided and set according to templates furnished by the manufacturer. Anchor bolts for bridge lighting are to be furnished as detailed on structural drawings.
Subsection M.15.04 of this Section.
as those manufactured by Manitoba Safe-T -Base of Winnipeg, Canada, or an approved equal.
M.15.07 SERVICE PEDESTAL. Service shall be at 120/240, 120/208 or 240/480 volt, single phase, three-wire.
M.15.07.1 Enclosure. Exterior mounted, weatherproof, NEMA 3R, Type 304 stainless steel two- door service enclosure with body stiffeners and mounting shall be provided on a concrete pad and shall conform to the general arrangement and dimensions indicated. The enclosure walls and top shall be cast solid with one opening on the north wall. This opening shall be covered with a lexan, watertight window approximately 5½-inches by 9 inches long. A 10-gauge steel back panel with white baked enamel finish shall be provided for mounting the panelboard, photo control, relay and contactor. The back panel shall be drilled and tapped as required to mount equipment. The enclosure shall be provided with stainless steel, hinged bolted gasketed doors, combination flush access handles, hasp and brass padlock, directory frame and two sets of keys. The enclosure shall be anchored to the concrete base using two (2) 1/2-inch “thunderstuds” stainless steel anchor bolts on each side embedded into the concrete. The service pedestal shall be provided with a 1/4-inch thick by 2-inch wide neoprene gasket continuous around the perimeter of the enclosure base. Joints or splices in gasket shall be vulcanized in an approved manner. The entire installation shall be watertight. The enclosure shall include space for all materials listed. The enclosure shall have a watertight air vent in the roof, a 20 amp GFI receptacle, a keyless light with 15-amp single pole switch, and a 500-watt electric utility heater with controlling thermostat mounted inside at the base.
M.15.07.2 Panelboards and Miscellaneous Equipment.
panelboards and other miscellaneous electrical equipment shall be provided as shown on the Standard Details. Panelboards and other equipment shall be of dead front safety type with breaker sizes as shown on the Plans, and all conductors enclosed in conduit or other approved enclosed wireways. The circuit breaker mechanisms shall be quick-make, quick-break on manual as well as automatic and shall be trip-free from the handle so that the contacts cannot be held closed against circuit faults or abnormal overloads. The main circuit breaker shall be two-pole 200- amp, rated 600 volts in a NEMA 1 enclosure. The main breaker shall have a 200-amp trip setting and have a minimum interrupting rating of 22,000 amps at 480 volts. The breaker shall have dual lug capabilities on the load side or an
Μ−60 auxiliary distribution power block shall be provided. The controlled lighting panelboard shall be a 225-amp, single-phase, 3-wire with 32 circuit positions. All lighting branch circuit breakers shall be single-pole, rated 277 volts, with sizes according to the Plans. Single pole breakers shall have an interrupting rating of not less than 14,000 amps at 277 volts.
A 3.0 Kva dry-type step-down transformer rated 240/480 volts primary to 120/240 volts secondary shall be provided to supply power to the miscellaneous loads distribution panelboard. Miscellaneous load panelboard shall be rated 100 amps, 120/240 volts, single-phase, three- wire with a 60-amp main breaker and minimum of 12 single-pole positions. Single-pole breakers shall be rated for 120-volt applic ation with an interrupting rating of not less than 10,000 amps at 120 volts. The mounting panel on which circuit breakers, busses and bolts for making copper connections shall be equipped with lock washers to pr event loosening. Riveter bus connections will not be acceptable. The busses shall be securely fastened to insulating bases and shall have copper based on 1,000 amperes per square inch copper density. Busses shall be drilled and tapped to permit future ci rcuit changes without the necessity for additional machining. Panelboards shall be designed and assembled so any individual breaker may be removed without disturbing adjacent breakers or necessitating the removal or loosening of required insulation. All terminal lugs shall be copper, bronze or brass.
volt services, panelboards and other miscellaneous electrical equipment shall be provided as shown on the Standard Details. Panelboards and other equipment shall be of dead front safety type with breaker sizes as shown on the Plans, and all conductors enclosed in conduit or other approved enclosed wireways. The circuit breaker mechanisms shall be quick-make, quick-break on manual as well as automatic and shall be trip-free from the handle so that the contacts cannot be held closed against circuit faults or abnormal overloads. The main circuit breaker shall be two-pole 200- amp, rated 240 volts in a NEMA 1 enclosure. The main breaker shall have a 200-amp trip setting and have a minimum interrupting rating of 22,000 amps at 240 volts. Note: For installations where service is at 120/208 volts from a three-phase system, minimum interrupting rating shall be 65,000 amps at 240 volts. The breaker shall have dual lug capabilities on the load side or an auxiliary distribution power block shall be provided. Controlled lighting panelboard shall be 225-amp, single-phase, three-wire, with 32 circuit positions for 120/240 volt operation. All lighting branch circuit breakers shall be single-pole, rated 240 volts, with sizes according to the Plans. Single-pole breakers shall have an interrupting rating of not less than 10,000 amps at 120 volts. The mounting panel on which circuit breakers, busses and bolts for making copper connecti ons shall be equipped with lock washers to prevent loosening. Riveter bus connections will not be acceptable. The busses shall be securely fastened to insulating bases and shall have copper based on 1,000 amperes per square inch copper density. Busses shall be drilled and tapped to permit future circuit changes without the necessity for
Μ−61additional machining. Panelboards shall be designed and assembled so any individual breaker may be removed without disturbing adjacent breakers or necessitating the removal or loosening of required insulation. All terminal lugs shall be copper, bronze or brass. Miscellaneous load panelboard shall be rated 100 amps, 120/240 volts, single-phase, three- wire with a 60-amp main breaker and minimum of 12 single-pole positions. M.15.07.3 Service Pedestal Concrete Mat. The service cabinet concrete mat shall be constructed of Class A(AE) concrete in accordance with SECTION 601; PORTLAND CEMENT CONCRETE , of these Specifications. M.15.07.4 Photo-Electric Control. Photo-electric controls shall conform to the requirements of Subsection M.15.05.3 of this Section, and shall mount inside the service pedestal or as indicated on the Plans.
M.15.07.5 Contactors. Contactors shall be rated for H.I.D. lighting inductive loads, 600 volts, 2- pole, continuous duty ampere as indicated and shall be mechanically held. Contacts shall be silver tungsten. A separate 120- volt circuit shall be provided for coil operation with a hand-off automatic selector switch. Contactor to be ASCO 920 or approved equal.
M.15.07.6 Poles. Poles for temporary work shall conform to U.S.A.S.I. Class 5. Poles shall be southern yellow pine treated in accordance with Subsection M.11.03; Preservative Treatment , of these Specifications.
M.15.08 SERVICE UNITS.
A.C., NEMA 3R rain-tight and shall conform to Federal Specification W-S-865.
indicated rating for a minimum of 10 seconds, shall have an interrupting rating of 100,000 RMS amperes and shall have standard National Electrical Code dimensions.
services, a safety disconnect switch must be in stalled ahead of the meter socket for cold-sequence operation. The disconnect switch shall be rated 2-pole, 3-wire, 600-volt enclosed in a NEMA 3R enclosure. The switch shall have the capability of being locked with customer or utility padlocks for safety installation and removal of the utility meter. M.15.09 METER SOCKETS. Meter sockets shall be provided at all service pedestals, traffic signal controllers, intersection control beacons and counter stations. Meter sockets for all of the above applications shall be 5-terminal duncan type and meet all requirements of the local utility company. Meter sockets for traffic signal controllers and service pedestals shall include a manual by-pass. The line side of the service conductors shall be encased in a watertight PVC conduit within the service enclosure or signal cabinet. M.15.10 POLE LINE HARDWARE. All miscellaneous pole line hardware required to complete the project as planned shall be standard material manufactured for pole line construction. All metal parts shall be hot-dipped galvanized.
Μ−62 In addition to the above, whenever secondary racks are required they shall be as classified "Heavy Service Secondary Rack" by the EEI-NEM A, and shall have a minimum spacing of 12 inches between the insulators. Each rack shall be secured to the pole by not less than one through bolt and one lag bolt.
All pole hardware, bolts, plate rods, hangers, clips, wire guards and pole bands shall be hot- dipped galvanized in conformance with the requirements of ASTM A153.
M.15.11 METALS. Metals for light standards, poles, bases and hardware shall conform to the same specifications as set forth in Subsection M.16.04.3 except that design stresses may conform withCE Paper 3341 for 6061-T6 aluminum as it may be modified by subsequent AASHTO publications. M.15.12 MESSENGER CABLE, FITTINGS. Messenger cable shall be wire steel strand messenger cable conforming to ASTM A475, extra-high-strength grade, Class A galvanized, unless otherwise noted on the Plans.
M.15.13 TRAFFIC SIGNAL CONTROLLER UNITS AND CONTROLLER CABINETS.
M.15.13.1 16-Phase Controller Units.
sixteen phases which, when connected to traffic detectors or other means of actuation or a combination thereof, shall operate the electrical traffic signal system at one or more intersections. The controller unit (CU) shall communicate with the malfunction management unit (MMU) via port 1. The controller unit shall be a Type A1 configuration conforming to Section 3 of the latest edition of the NEMA Standards Publication TS-2, Traffic Controller Assemblies. The CU shall utilize an input/output interface conforming to Subsection 3.3.1 of the NEMA TS-2 Standards for all input/output functions with the back-panel terminals and facilities, the malfunction management unit, traffic detector rack(s) and auxiliary devices.
illuminated for night viewing. The display shall consis t of a minimum of four lines of text with a minimum of 40 characters per line. As a mini mum, the model number and software version level shall be displayed.
entry before allowing any data to be altered. All parameters may, however, be viewed without entering a valid security code. Security code access shall be terminated at a fixed time after access was gained or a keystroke was made. The CU may hav e the ability via keyboard to disable security code access allowing for constant access to parameter changes.
The backup system shall be capable of maintaining t he real-time clock for a period of 30 days. All program timings are to be maintained in Electronically Erasable Programmable Read-Only Memory (EEPROM).
Μ−63functional requirements:
remote central computer station and a direct link to a laptop computer. A minimum 25-foot laptop communications cable configured for the supplied equipment shall be provided in the controller cabinet.
testing per NEMA TS-2 Standards, Section 3.9.
as set forth in NEMA TS-2 Standards, Section 3.9.
coordinated operation and pre-emption operation in accordance with the NEMA TS-2 Standards, Section 3. Given split and cycle timings, the controller uni t shall provide a means of automatically calculating coordination yield points, permissive periods and force-offs.
scheme shown on the Plans and operate in the same sequence as shown in the Phase Sequence Diagram on the Plans. Changes to the phase numbering or phase sequence shown on the Plans must be approved by the Department’s Tra ffic Design Unit before being implemented.
operation, each programmable field hardware com ponent shall be completely programmed by the Contractor to reflect timings or settings shown on the Plans. Programming is defined as user programmable keyboard entries or switch settings. Programmable field devices include, but are not limited to, controller units, closed loop system masters, malfunction management units, detector units, modems, radios, pre-emption devices, etc.
defects in workmanship and material for one year, or for the greater length of time common to trade practice, from the date of acceptance by the Engineer. Any defective parts are to be replaced free of charge. Manufacturers warranties shall become the property of the State at the time of acceptance. M.15.13.2 Controller Cabinet.
The minimum size controller cabinet to be supplied shall be a size 6(P) cabinet, unless shown otherwise on the Plans. The cabinet finish shall be unpainted natural aluminum, degreased and free of scratches and blemishes. The traffic signal number shall be stenciled on the inside and outside of the cabinet door on State owned signals in 3-inch block letters.
Μ−64 installed in front of the cabinet door. The pad shall be placed on 6 inches of gravel borrow subbase. The concrete shall be Class A concrete conforming to the requirements of SECTION 601; PORTLAND CEMENT CONCRETE , of these Specifications.
movable shelves suitable for placing the controller, MMU, detector racks, modems, radios or any other required equipment. A slide-out document tray shall be mounted below the bottom shelf. The tray shall be of sufficient size to hold cabinet wiring diagrams and two manuals. The tray shall operate by sliding out on nylon rollers or ball bearings and opening a hinged cover to remove documents. The closed cover shall provide a suitable support for resting documents or a laptop computer. All cables shall be tied away to a llow the tray to be opened and closed smoothly without any obstructions.
Section 5.4.2.6, local controller cabinets shall be furnished with a GFI receptacle on the cabinet door and a duplex outlet within the body of the cabi net. Cabinets which are to contain a closed-loop system master controller, a local controller and auxiliary communications equipment (radios or modems) shall have two duplex outlets in addition to the door mounted GFI receptacle.
TS-2 Standards, Section 5.4.2.7, cabinets shall be provided with a “goose neck” lamp having a flexible arm and utilizing a 25 watt R14 bulb (115VAC ). The lamp shall be mounted at a location on the side panel approximately level with the load switch/terminal panel for concentrated illumination of this area. The lamp shall have its own on/off switch on the unit.
operating manuals for the controller unit, loop detec tor units, closed loop system master, modem and any other programmable field hardware supplied shall be included as part of the cabinet documentation. Three hard copy sets of all programmed data shall be supplied to the Department at the time the controller is installed in the field. Each set shall be bound and covered. One set is to remain in the cabinet, one set is to be delivered to Traffic Design, and one set is to be delivered to Traffic Maintenance.
indicate the switch’s function. Toggle switches shall indicate the state of each switch position.
the controller cabinet door. The output of the switch shall be connected to the alarm No. 1 input as defined by the NEMA TS-2 Standards, and record the opening of the cabinet door as a local alarm.
During manual operation, an extendible hand-control pushbutton shall utilize Manual Control Enable and Interval Advance to control the intersection operation. The hand-control pushbutton shall be installed inside the police door. The hand control pushbutton shall be rugged in construction with a weatherproof covering over the cord’s pushbutton switch. The auto/manual switch shall be connected to alarm No. 2 as defined by the NEMA TS-2 Standards. When the switch is placed in the manual position, it shall be recorded as a local alarm.