SECTION 712 - MISCELLANEOUS HIGHWAY MATERIAL 7-29
712.02 Calcium Chloride Calcium chloride shall conform to the requirements of
AASHTO M 144.
712.04 Stone Curbing and Edging S tone for curbing and edging shall be approved
granite from acceptable sources. The stone shall be hard and durable, predominantly gray in color, free from seams that impair its structural integrity and of smooth splitting character. Such natural variations may include bands or clusters of mineral or both of mineral crystallization that do not impair the structural integrity of the curb stone. The dimensions shape and other details shall be as shown on the plans. The exposed face of stone curb s hall be free from indications of drill holes. Half drill holes not larger than ¾ inch diameter will be permitted in the arris line in the plane of the back.
a.Vertical Curb shall have a top surface sawed or dressed to an approximate true plane with no depression or projection on that surface of over ⅛ inch. The top front arris line shall be pitched straight and true with no variations from a straight line greater than ¼ inch. The top back arris line shall meet the same requirement except that indentations of a maximum of ⅜ inch will be allowed. There shall be no projection or depression on the back face that would exceed a batter of 1 horizontal on 3 vertical for a distance from the top of 3 inches. The front face shall be at right angles to the top and shall b e smooth split and have no projections greater than 1 inch or depressions greater than ½ inch, measured from the vertical plane of the face through the top arris line for a distance down from the top of 8 inches. The remainder of the face shall have no projections or depressions greater than 1 inch from the plane of the face. The ends of the curb shall be approximately square with the pl anes of the top, back and face and so finished that when the sections are placed end to end with the required minimum spacing of ¼ inch no more than ⅝ inch space shall show in the joint for the full width of the top surface and for the entire exposed front face. The remainder of the end may extend back no more than 8 inches from the plane of the joint. Drill holes through the curb w ill be allowed providing they are at least 9 inches below the top and are mortared full with Portland cement mortar before placing the stone.
b.Miscellaneous Stone Curb When a depressed or modified section of curb is called for on the plans or ordered by the Resident, for driveways, crossings, closures, transitions or for other reasons, the Contractor shall furnish curbing with the required modifications.
c.Curb Inlets Inlets used at catch basins shall conform to the applicable requirements of Vertical Curb, Type 1 and to the shape, dimensions, and details as shown on the Standard Detail 7-30 Natural grain size and color variations characteristic of the source deposit will be permitted.
d.Dimensions The stone curb units shall be of the dimensions indicated on the plans and shall be cut in lengths of not less than 4 feet nor greater than 10 feet. Random lengths of curb less than 4 feet in length may be obtained if the Resident determines it necessary to meet field conditions. All curb to be set on a radius of 60 feet or less shall be cut . Vertical Bridge Curb shall conform to the requirements above, except as indicated on the plans and as follows:
1.The back face of the curb stones shall have no projections or depressions greater than 1 inch, measured from the vertical plane of the back face through the arris or pitch line down to the bottom of the stone. The front face shall be finished as required for Vertical Curb, Type 1, except that it shall be finished the full distance down on the face. Bottoms of curb stones shall be approximately parallel to the top and sawed or dressed to lay with a bedding of approximately 1 inch for the full length of the stone.
2.Anchor holes shall be provide d in the back of the stones, pitched down as shown on the plan, a maximum of 18 inches from each end of the stone and spaced horizontally at a maximum of 4 feet apart. A minimum of 2 anchor holes shall be provided in each stone.
3.The ends of stones at expansion joints between spans and a t ends of the bridge shall be cut to present a vertical face when set in position, beveled to the skew angle, if any and the entire end finished in the same manner as the top.
4.The exposed edges of the stones at intermediate joints sha ll be trimmed square with the planes of the top and front face so that a neat, parallel joint, free from drill holes is formed between the stones. Length of stones shall be so scheduled that joints will be uniform in width along any run of curb. Joints shall be ½ inch ±⅛ inch. A joint shall be provided at each curb and sidewalk contraction joint of the bridge.
5.Stones set transversely at ends of a bridge, when the grad e exceeds 2 percent, shall have the top beveled to fit the grade of the bridge.
6.Mortar for bedding shall be composed of 1 part Portland ce ment and 2 parts sand with sufficient water to form a workable mix. Cement, sand, and water shall conform to Section 502 - Structural Concrete.
7.Mortar for pointing shall be composed of equal parts sand and Portland cement with sufficient water to form a workable mix and shall conform to Section 502 - Structural Concrete. 7-31
8.Portland cement grout shall be made the same as mortar for pointing, except that consistency shall be such that it will flow readily.
f.Curb Type 5 The exposed face shall be smooth split to an approximate true plane having no projections or depressions which will allow 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. Half drill holes not more than 3 inches in length and ¾ inch in diameter will be permitted along the bottom. The arris line, top front shall be straight and true with no variation from a straight line greater than ⅛ inch. The arris lines at the bottom of the face shall be straight and true so that not over 1 inch shall show between the stone and a straightedge for the full length of the stone. The ends shall be square to the length at the face and so finished that when the stones are placed end to end, no space more than 1½ inches will show in the joint for the width of the face. When Type 5 Curbing is required on a curve, the pieces shall be shaped as described in the table on the Standard Detail plans.
712.05 Preformed Plastic
Type of Material This section covers reflectorized plastic ma terials preformed into rolls or ribbons of various lengths, pliability, and widths suitable for use as reflecting pavement markings on Portland cement concrete or hot mix asphalt pavement. The pavement marking material used shall be from the Department’s QPL and have been tested through NTPEP. General Characteristics The preformed marking materials shall consist of white or yellow films with pigments selected and blended to provide the appropriate highway colors for traffic markings. Glass or ceramic beads shall be incorporated to provide immediate and continuing retroreflection. The size, quality, and refractive index of the beads shall be such that the performance requirements of this specification shall be met. The edges of the preformed material shall be clean cut and tru e. The preformed plastic material may be supplied complete with a precoated, factory applied adhesive for immediate pavement application without the use of heat, solvent, or other types of adhesive for immediate pavement application without the use of heat, solvent, or other types of adhesive operations or it may be furnished with separate adhesives as recommended by the manufacturer. The affixed material shall be capable of molding itself to the pavement contoured by the action of traffic and maintain its original dimensions and placement under normal traffic conditions at the pavement temperatures, which could occur within the State. After application, the markings shall be immediately ready for traffic. Physical Requirements - Color Pigments shall be selected and blended to conform to standard highway colors throughout the expected life of the material. When tested by Federal Test Method Standard 141 Method 4232, the white shall be no darker than Color 7-32 Number 37778 of Federal Standard Number 595 and the yellow shall conform to Color Number 33538 of Federal Standard Number 595 (Highway Yellow Color PR#1). Retro-Reflectivity The retro-reflective preformed film shall have a layer of reflective spheres bonded to the top surface. The white and yellow film shall have the following initial minimum retroreflectance values at 0.2° and 0.5° observation angles and 86° entrance angle as measured in accordance with the photometric testing procedures of ASTM D 4061. Retroreflectance values shall be expressed as specific luminan ce in millicandelas per square meter per lux (mcdm -²lx-¹) [millicandelas per square foot/foot candle (mcd ft-²fc-¹)] White Yellow Observation Angle 0.2° 0.5° 0.2° 0.5° SL[mcdm-²lx-¹ ] 550 380 410 250 [mcd ft-²fc-¹] The test distance shall be 50 feet and the sample size a 2 by 2½ foot rectangle. The angular aperture of both the photoreceptor and light projector shall be 10 minutes of arc. The reference center of the sample and the reference axis shall be taken perpendicular to the test sample. Bead Retention When tested with a 2 by 6 inch sample bent ov er a ½ inch diameter mandrel with the 2 inch dimension perpendicular to the mandrel axis, microscopic examination of the arc on the mandrel shall show no more than 10 percent of the beads are entrapped in the binder and less than 40 percent of the surface of the bead. Application The preformed plastic material shall be capable o f application to non- defective pavement surfaces that are dry and free from dirt or other foreign matter. For normal application, the pavement temperature should be at least 60°F and rising. Special instructions should be supplied by the vendor for appl ication to be made at pavement temperatures below 60°F. Application shall be according to manufacturer's recommended procedures. Plastic pavement marking materials shall only be applied to surfaces with temperatures within the range specified by the manufacturer for optimum adhesion. Adhesive, activators or special coatings for various types of pavement surfaces shall be provided with the preformed plastic material. Detailed information must be supplied with the material outlining required application procedures for such adhesives, activators, or special coating. Preformed plastics shall be capable of being applied to new as phalt pavement immediately prior to the final rolling of the new surface and of being rolled into place with conventional pavement and highway rollers. The plastic material and adhesives used in 7-33 such applications shall be of the type that water used on the roller to prevent asphalt pickup shall not be harmful to the successful application of the plastic. Special equipment necessary for the successful installation of any preformed plastic material shall be available from the manufacturer of the plastic material on a lease, loan, or purchase basis. Longitudinal lines shall be offset at least 2 inches from cons truction joints of Portland cement concrete pavement. When directed by the Resident, opening of 6 inch lengths shall be left at 20 foot intervals in edge lines not inlaid into the pavement surface that are placed on the inside of superelevated curves so as to prevent the ponding of water on the pavement surface.
712.06 Precast Concrete Units Precast concrete units shall con form to the plan
dimensions and shall meet the requirements of AASHTO M 199 except as modified below. Approved structural fibers may be used as a replacement of 6 x 6 #10 gauge welded wire fabric when used at an approved dosage rate for the construction of manhole and catch basin units. The material used shall be one of the products listed on the Maine Department of Transportation’s Qualified Products List of Macro Synthetic Fibers for Concrete Reinforcement. . Cement shall conform to Section 701. An approved air-entraini ng admixture shall be added to obtain the required air content. Aggregates shall meet the quality requirements of Section 703. 01 - Fine Aggregate for Concrete and Section 703.02 - Coarse Aggregate for Concrete except that limitations on grading and the fineness modulus may be omitted. The concrete mix design shall be approved by the Department. C oncrete shall contain 6.0 percent air content, plus or minus 1.5 percent tolerance when tested according to AASHTO T 152. All concrete shall develop a minimum compressive strength of 4000 psi in 28 days when tested according to AASHTO T 22. The absorption of a specimen, when tested according to AASHTO T 280, Test Method “A”, shall not exceed 9.0 percent of the dry mass. 712.061 Structural Precast Concrete Units Structural precast concrete units shall conform to the dimensions shown on the Plans, the requirements of this Specification and with the reviewed Working Drawings. Materials Materials for concrete shall conform to the requirements of Standard Specification Section 502.03, Materials. Cement shall be Type I, Type II, or Type III. Coarse aggregate for concrete shall conform to Class A, AA or Latex. The maximum water cement ratio shall be 0.40. For the purpose of calculating water cement ratios, one
U.S. gallon of water shall be considered to weigh 8.34 pounds. Concrete shall contain a 7-34 minimum of 3 gallons per cubic yard of calcium nitrite solution. The minimum 28 day compressive strength shall be 5,000 psi, unless otherwise stated in the Contract. Material for reinforcing shall meet the requirements of Standard Specification Section
709.01 Reinforcing Steel or Section 709.02 - Welded Steel Wire Fabric.
Only one mat of steel is required for concrete member thicknesses of seven inches or less; two mats of steel, one at each face, are required for concrete member thicknesses greater than seven inches. Grout materials, rapid setting concrete patching materials, and geotextiles shall be one of the products listed on the Department's Qualified Products List (QPL). Quality Control and Quality Assurance Quality Control (QC) is the responsibility of the Contractor. The Quality Control Inspector (QCI) shall inspect all aspects of the work. The Contractor shall generate a nonconformance report (NCR) for materials and/or workmanship that is nonconforming. The NCR shall describe the nonconformance and the proposed corrective action. Copies of the NCR shall be provided to the Department’s Quality Assurance Inspector (QAI) and the Fabrication Engineer for review. Nonconforming material and/or workmanship shall be corrected or replaced. In the event that an item fabricated under this Specification does not meet the Contract requirements but is deemed suitable for use by the Department, it may be accepted in accordance with Section 106.8, Non-Conforming Work, of the Standard Specifications. Acceptance is the prerogative of the Department. The Department will conduct Quality Assurance (QA) in accordance with Standard Specification Subsection 106.5. Testing deemed necessary by the Department that is in addition to the minimum testing requirements will be scheduled to minimize interference with the production schedule. The QAI will perform acceptance sampling and testing and will witness or review documentation, workmanship and testing to assure the Work is being performed in accordance with the Contract Documents. The QAI has the authority to reject materials and products that do not meet the Contract requirements, including Work rejected due to denial of access or the lack of adequate notice of the beginning of production. The acceptance of material or workmanship by the QAI will not prevent subsequent rejection, if the Work is later found to be unacceptable. The Contractor shall provide a private office at the fabrication plant for the QAI in accordance with the Facilities for Inspection requirements in Standard Specification Section 535. Construction The precast units shall be manufactured at a facility that has had a minimum of five years of experience in producing similar type products. The plant shall meet the requirements of AASHTO M-157. Facilities that are certified by the Precast/Prestressed Concrete Institute (PCI) or the National Precast Concrete Association (NPCA) will be considered pre-qualified. The Contractor shall notify the Department of the planned start of production date of the precast units a minimum of two weeks prior to beginning production for in-Maine work and a minimum of three weeks prior to beginning production for out-of-Maine work. If the production schedule changes, notify the Fabrication Engineer no less than three Working Days prior to the initial production start-up date. Any Work done without the QAI present will be rejected. Advise the Fabrication Engineer of the production schedule and any 7-35 changes to it. If Work is suspended on a project, the Fabrication Engineer will require 72 hours of notice prior to the resumption of Work. The Contractor shall calibrate all production equipment on the following schedule, unless there is reason to believe calibration should be performed sooner: Water gauges- every 90 days; admixture dispensers- every 90 days; concrete cylinder compression testing machine- annually; batch plant scales- every six months. Use proving rings, load cells and solid standard weights, as applicable. The calibration shall be performed by a testing laboratory acceptable to the Department, using calibration equipment the accuracy of which is traceable to a National Institute of Standards and Technology (NIST) standard. Provide calibration certifications to the QAI prior to beginning fabrication. All precast members for a distinct system or Contract Pay Item, including end blocks, steps, caps, box culverts, arch sections, wall units, or other elements, shall be manufactured from the same material sources of aggregates, brand and type of cement and color pigment. Gradations of coarse and fine aggregates shall be furnished to the QAI prior to beginning work and at least once per week thereafter. Concrete mix designs shall be submitted for review and approval by the Department prior to use. Reinforcing steel shall be fabricated, handled, and placed in accordance with Standard Specification Section 503, Reinforcing Steel, and the reviewed Working Drawings. Forms shall be sufficiently rigid and accurate to maintain the member's dimensions. All forms shall be well built, substantial and unyielding, securely braced, strutted and tied to prevent motion and distortion while concrete is being placed in them. Corners within the forms shall be fitted with consistent width chamfer strips of 5/8 inch ± 1/8 inch mitered at their intersections; all exposed corners shall be chamfered. Forms shall be treated with a bond breaking agent; they shall be clean and free of foreign material. Recess metal inserts and form ties a minimum of one inch, unless noted otherwise in the Contract. The QAI is not responsible for verifying the location of inserts or other hardware installed for the convenience of the Contractor. Curing The units shall be cured by one of the following methods:
1.Curing by Moisture Retention: Cure the concrete in accordance with the latest edition of the Precast/Prestressed Concrete Institute Manual for Quality Control for Plants and Production of Structural Precast Concrete Products (MNL 116), Section 4.20. Moist cure the concrete until it has reached design strength. Do not use membrane-forming curing compounds without the approval of the Fabrication Engineer. If membrane-forming curing compounds are authorized, follow the requirements of MNL 116 and the curing compound manufacturer’s published recommendations.
2.Accelerated Curing of Concrete: Cure the concrete in accordance with MNL 116, Section 4.19, except as modified herein. 7-36 After initial set, the temperature gain of the concrete shall not exceed 40F per hour. Initial set shall be determined in accordance with ASTM C403, Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance; a strength gain of 500 psi indicates initial set. The maximum allowable concrete temperature shall be 160F. Concrete temperature shall be measured during curing with recording thermometers. In order to qualify for accelerated cure, the concrete temperature shall attain a minimum temperature of 120F; that temperature shall be maintained for a minimum of 8 hours and the concrete shall achieve a minimum of 80 percent of design strength. The accelerated curing cycle shall be considered complete when the method of supplying heat is stopped and/or the concrete temperature drops below 120°F. Two cylinders shall be tested immediately upon completion of the accelerated cure cycle. Products that have not achieved all of the above criteria shall be moist cured until the concrete has achieved design strength. If the precast units have achieved 80 percent of design strength during the accelerated curing cycle, no further curing will be required. The forms shall remain in place until the concrete attains a minimum compressive strength of 3,000 psi. Concrete Testing Acceptance of structural precast units, for each day’s production, will be determined by the Department, based on compliance with this specification and satisfactory concrete testing results. At least once per week, the QAI will make 2 concrete cylinders (6 cylinders when the Contract includes permeability requirements) for use by the Department; cylinders shall be standard cured in accordance with AASHTO T23 (ASTM C31). The QAI will perform entrained air content and slump flow testing, determine water-cement ratio and determine temperature of the sampled concrete at the time of cylinder casting. All testing equipment required by the QAI to perform this testing shall be in accordance with Standard Specification Section 502.041, Testing Equipment. In addition, the Contractor shall provide a slump cone meeting the requirements of AASHTO T 119. Providing and maintaining testing and curing equipment shall be considered incidental to the work and no additional payment will be made. Quality Control test cylinders shall be made and tested in accordance with the following standards: AASHTO T 22 (ASTM C39) Test Method for Compressive Strength of Cylindrical Concrete Specimens AASHTO T23 (ASTM C31) Practice for Making and Curing Concrete Test Specimens in Field AASHTO T141 (ASTM C172) Practice for Sampling Freshly Mixed Concrete AASHTO T152 (ASTM C231) Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method 7-37 AASHTO T196 (ASTM C173) Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method ASTM C1064 Test Method for Temperature of Freshly mixed Portland Cement Concrete ASTM C1611 Standard Test Method for Slump Flow of Self-Consolidating Concrete Tested concrete shall conform to the following:
a.Temperature shall be from 40 o F to 85o F.
b.Air content shall be 5.5% to 7.5%.
c.Slump flow shall be homogenous with no sign of segregation.
d.Visual stability index (VSI) of SCC shall not exceed 1; if a mortar paste halo is present it shall not exceed an average of 0.25 inch. The Contractor shall cast a minimum of 8 concrete test cylinders for each continuous concrete placement, for QC purposes: 2 cylinders shall be standard cured in accordance with AASHTO T23 (ASTM C31) to be tested for 28 day strength; and a minimum of 6 cylinders shall be field cured under the same conditions as the units and tested for stripping and design strength. Unit identification, entrained air content, water-cement ratio, slump flow and temperature of the sampled concrete shall be recorded at the time of cylinder casting. The Contractor shall perform all testing in the presence of the QAI. The QAI will designate the loads to be tested. If the Contractor fails to make enough cylinders to demonstrate that the product meets the Contract requirements, the product will be considered unacceptable. The compressive strength of the concrete will be determined by averaging the compressive strength of two test cylinders made from the same sample. For the purpose of determining design strength, the average of two cylinders shall meet or exceed the design strength, and the difference in strength between the two shall be no more than 10 percent of the higher strength cylinder. Perform compressive strength testing to determine stripping and design strength in the presence of the QAI. Cylinder tests not witnessed by the QAI will not be acceptable. All QC Inspectors performing concrete testing shall hold a current ACI Field Testing Technician Grade I Certification, or other equivalent certification. Surface Finish and Repairs. Exposed surfaces shall be finished and repaired in conformance with the referenced specification. If the finish is not specified, then surfaces shall have a uniform appearance; make repairs to remove and blend fins, patch minor spalls, tie holes, handling device recesses, entrapped air pockets, honeycombing, ragged or irregular edges and other non-structural or cosmetic defects using a patching material from the Department Qualified Products List (QPL). The repair, including preparation of the repair area, mixing and application and curing of the patching material, shall be in accordance with the manufacturer's product data sheet. Corners not exposed in the final product may be ground smooth with no further repair necessary, if the depth of the defect does not exceed one-half inch. Remove form ties and other hardware to a depth of not less 7-38 than one inch from the face of the concrete and patch the holes using a patching material from the Department QPL. Repair of structural defects: Structural defects include, but are not be limited to, exposed reinforcing steel, cracks in bearing areas, through cracks and cracks 0.013 inch in width that extend more than 12 inches in length in any direction. Repair structural defects only with the approval of the Fabrication Engineer. Submit a nonconformance report (NCR) to the Fabrication Engineer with a proposed repair procedure. Do not perform structural repairs without an NCR that has been reviewed by the Fabrication Engineer. Give the QAI adequate notice prior to beginning any structural repairs. Tolerances Dimensional tolerances shall be in conformance with the applicable referenced specification or the established industry standards for the product being produced. Documentation The producer of the structural precast units shall keep accurate records of aggregate gradations, concrete batching, testing, curing, and inspection activities, verifying that forms, reinforcing and unit dimensions conform to these requirements. Copies of reports shall be furnished to the Department. Marking The date of manufacture, production lot number and type of unit shall be clearly and indelibly inscribed by the Contractor on a rear or unexposed portion of each unit. Handling, Storage and Shipping The Contractor shall handle, store, and ship units in such a manner as to prevent chipping, cracking, fractures, and excessive bending stresses. Damaged units shall be repaired or replaced.
712.07 Catch Basin and Manhole Frames, Grates and Covers, Drai nage, Sewer,
Utility, and related castings shall conform to the plan dimensions and shall be gray iron or ductile iron castings conforming to the requirements of AASHTO M 306.
712.08 Corrugated Metal Units The units shall conform to plan dimensions and the
metal to AASHTO M36/M36M. Bituminous coating, when specified, shall conform to AASHTO M190 Type A.
712.09 Catch Basin and Manhole Steps Steps for catch basins and for manholes
shall conform to ASTM C478M [ASTM C478], Section 13 for either of the following material:
a.Aluminum steps-ASTM B221M, [ASTM B211] Alloy 6061-T6 or 6005-T5.
b.Reinforced plastic steps Steel reinforcing bar with injecti on molded plastic coating copolymer polypropylene. Polypropylene shall conform to ASTM D 4101.
712.23 Flashing Lights Flashing Lights shall be power operated or battery operated
as specified.
a.Power operated flashing lights shall consist of housing, ad apters, lamps, sockets, reflectors, lens, hoods and other necessary equipment designed to give clearly visible signal indications within an angle of at least 45 degrees and from 10 to 300 ft under all light and atmospheric conditions. 7-39 Two circuit flasher controllers with a two-circuit filter capable of providing alternate flashing operations at the rate of not less than 50 nor more than 60 flashes per minute shall be provided. The lamps shall be 650 lumens, 120 volt traffic signal lamps with sockets constructed to properly focus and hold the lamp firmly in position. The housing shall have a rotatable sun visor not less than 7 inches in length designed to shield the lens. Reflectors shall be of such design that light from a properly focused lamp will reflect the light rays parallel. Reflectors shall have a maximum diameter at the point of contact with the lens of approximately 8 inches. The lens shall consist of a round one-piece convex amber material which, when mounted, shall have a visible diameter of approximately 8 inches. They shall distribute light and not diffuse it. The distribution of the light shall be asymmetrical in a downward direction. The light distribution of the lens shall not be uniform, but shall consist of a small high intensity portion with narrow distribution for long distance throw and a larger low intensity portion with wide distribution for short distance throw. Lenses shall be marked to indicate the top and bottom of the lens.
b.Battery operated flashing lights shall be self- illuminated by an electric lamp behind the lens. These lights shall also be externally illuminated by reflex-reflective elements built into the lens to enable it to be seen by reflex-reflection of the light from the headlights of oncoming traffic. The batteries must be entirely enclosed in a case. A locking device must secure the case. The light shall have a flash rate of not less than 50 nor more than 60 flashes per minute from minus 20 °F to plus 150 °F. The light shall have an on time of not less than 10 percent of the flash cycle. The light beam projected upon a surface perpendicular to the axis of the light beam shall produce a lighted rectangular projection whose minimum horizontal dimension shall be 5 degrees each side of the horizontal axis. The effective intensity shall not have an initial value greater than 15.0 candelas or drop below 4.0 candelas during the first 336 hours of continuous flashing. The illuminated lens shall appear to be uniformly bright over its entire illuminated surface when viewed from any point within an angle of 9 degrees each side of the vertical axis and 5 degrees each side of the horizontal axis. The lens shall not be less than 7 inches in diameter including a reflex-reflector ring of ½ inch minimum width around the periphery. The lens shall be yellow in color and have a minimum relative luminous transmittance of 0.440 with a luminance of 2854° Kelvin. The lens shall be one-piece construction. The lens material shall be plastic and meet the luminous transmission requirements of this specification. The case containing the batteries and circuitry shall be constructed of a material capable of withstanding abuse equal to or greater than 1.21 mm thick steel [No. 18 U.S. Standard Gage Steel]. The housing and the lens frame, if of metal shall be properly cleaned, degreased and pretreated to promote adhesion. It shall be given one or more coats of enamel which, when dry shall completely obscure the metal. The enamel coating shall be of such quality that when the coated case is struck a light blow with a sharp tool, the paint will not chip or crack and if scratched with a 7-40 knife will not powder. The case shall be so constructed and closed as to exclude moisture that would affect the proper operation of light. The case shall have a weep hole to allow the escape of moisture from condensation. Photoelectric controls, if provided, shall keep the light operating whenever the ambient light falls below 215 lx [20 foot candles]. Each light shall be plainly marked as to the manufacturer's name and model number. If required by the Resident, certification as to conformance to these specifications shall be furnished based on results of tests made by an independent testing laboratory. All lights are subject to random inspection and testing. All necessary random samples shall be provided to the Resident upon request without cost to the Department. All such samples shall be returned to the Contractor upon completion of the tests.
712.32 Copper Tubing Copper tubing and fittings shall conform to the requirements
of ASTM B88M Type A [ASTM B88, Type K] or better.
712.33 Non-metallic Pipe, Flexible Non-metallic pipe and pipe fittings shall be
acceptable flexible pipe manufactured from virgin polyethylene polymer suitable for transmitting liquids intended for human or animal consumption.
712.34 Non-metallic Pipe, Rigid Non-metallic pipe shall be Schedule 40
polyvinylchloride (PVC) that meets the requirement of ASTM D1785. Fittings shall be of the same material. 712.341 Metallic Pipe Metallic pipe shall be ANSI, Standard B36.10, Schedule 40 steel pipe conforming to the requirements of ASTM A53 Types E or S, Grade B. End plates shall be steel conforming to ASTM A36/A36M. Both the sleeve and end plates shall be hot dip galvanized. Pipe sleeve splices shall be welded splices with full penetration weld before galvanizing.
712.35 Epoxy Resin Epoxy resin for grouting or sealing shall consist of a mineral
filled thixotropic, flexible epoxy resin having a pot life of approximately one hour at 50°F. The grout shall be an approved product suitable for cementing steel dowels into the preformed holes of curb inlets and adjacent curbing. The sealant shall be an approved product, light gray in color and suitable for coating the surface.
712.36 Hot Mix Asphalt Curb The performance graded asphalt bi nder for hot mix
asphalt curb shall meet a PG 58-28 or a PG 64-28. The aggregate shall conform to the requirements of Subsection 703.07. The coarse aggregate portion retained on the No. 8 sieve may be either crushed rock or crushed gravel. The mineral constituents of the hot mix asphalt shall be sized and graded and combined in a composite blend that will produce a stable durable curbing with an acceptable texture. 7-41 Hot Mix Asphalt for curb shall meet the requirements of Sectio n 403 - Hot Mix Asphalt Pavement.
712.37 Precast Concrete Slab Portland cement concrete for precast slabs shall meet
the requirements of Section 502 - Structural Concrete, Class A. The slabs shall be precast to the dimension shown on the plans and cross section and in accordance with the Standard Detail plans for Concrete Sidewalk Slab. The surface shall be finished with a float finish in accordance with Subsection 502.14(c). Lift devices of sufficient strength to hold the slab while suspended from cables shall be cast into the top or back of the slab.
712.38 Stone Slab Stone slabs shall be of granite from an acceptable source, hard,
durable, predominantly gray in color, free from seams which impair the structural integrity and be of smooth splitting character. Natural color variations characteristic of the deposit will be permitted. Exposed surfaces shall be free from drill holes or indications of drill holes. The granite slabs in any one section of backslope must be all the same finish. The granite slabs shall be scabble dressed or sawed to an approximately true plane having no projections or depressions over ½ inch under a 2 ft straightedge or over 1 inch under a 4 ft straightedge. The arris at the intersection of the top surface and exposed front face shall be pitched so that the arris line is uniform throughout the length of the installed slabs. The sides shall be square to the exposed face unless the slabs are to be set on a radius or other special condition which requires that the joints be cut to fit, but in any case shall be so finished that when the stones are placed side by side no space more than 3/4 inch shall show in the joint for the full exposed height. Lift pin holes in all sides will be allowed except on the exposed face.
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Source: Standard Specifications — Highways and Bridges, 2020 Edition. Pages 733–746 of 817. View official source ↗