processed on the geogrid. The aggregate base material shall be premixed at the stockpile area or another location in a manner approved by the Engineer. Aggregate base materials will be sampled for acceptance after premixing and prior to placement on the geogrid material. Contamination and segreg ation of aggregate base materials prior to or during placement shall be minimized. 306- 4 Method of Measurement: Geogrid base reinforcement will be measured by the square yard in-place. Measurement will be to the nearest square yard. No allowance will be made for material in laps. 306- 5 Basis of Payment: The accepted quantity of geogrid base reinforcement, measured as provided above, will be paid for at the contract unit price per square yard, which price shall be full compensation for furnishing all labor , material, and equipment, and performing all operations in connection with placing the geogrid. No payment will be made for geogrid base reinforcement which has been rejected. SECTION 307 GEOCOMPOSITE EDGE DRAIN: 307- 1 Description: The work under this section shall consist of furnishing all labor, equipment, and materials to install a pavement edge drain system. The drainage system shall be installed in accordance with the specificati ons, plans, and manufacturer's recommendations. The purpose of the geocomposite edge drain is to provide drainage for the pavement base course while restricting loss of fines. 307- 2 Materials: 307- 2.01 Geocomposite Edge Drain: The geocomposite edge drain material shall be supplied in accordance with and conform to the material requirements of Subsections 1014- 1 and 1014- 7 of the specifications. 307- 2.02 Geocomposite Packaging, Handling, and Storage: The identification, packaging, handling, and storage of the geocomposite edge drain material shall be in accordance with ASTM D4873. Geocomposite edge drain material shall be furnished in rolls, or in another acceptable manner wrapped with a suitable prot ective covering to protect the fabric from mud, dirt, dust, debris, or harmful ultraviolet light. The edge drain material shall be free of defects or flaws TABLE OF CONTENTS INDEX which significantly affect its physical properties at the time of delivery and installation. Each roll or package shall be labeled or tagged to provide product identification sufficient to determine the product type, manufacturer, quantity, lot number, roll number, date of manufacture, shipping date, and the project number and name to which it is assig ned. Geocomposite edge drain materials shall be stored on the site or at another location approved by the Engineer in a manner which protects them from the elements. If stored outdoors, the materials shall be elevated and protected with a light colored, opaque, and waterproof cover. At no time shall the edge drain material be exposed to direct sun light for a period exceeding 14 days. 307- 3 Construction Requirements: 307- 3.01 Weather Limitations: The geocomposite edge drain shall not be placed when weather conditions, in the opinion of the Engineer, are not suitable to allow placement or installation. This will normally be at times of wet and snowy conditions, heavy rainfall, extreme cold and frost conditions, or extreme heat. 307- 3.02 Equipment: Trenching equipment shall be capable of excavating the necessary trenches for the edge drain and outlet pipes. Mechanical or manual equipment shall be capable of properly installing the edge drain and lateral outlet pipes, and backfilling according to the specifications, plans, and manufacturer's recommendations. 307- 3.03 General: The contractor will not be allowed to begin installation of the edge drain system unless a representative of the edge drain manufacturer or supplier is present. The edge drain is to be placed in accordance with the manufacturer's recommendations in a trench having the dimensions as shown on the plans or as required by the manufacturer and approved by the Engineer. 307- 3.04 Construction Method: The trenches for the edge drain and necessary lateral outlet pipes shall be neatly cut through existing materials to the lines and dimensions shown on the plans or as recommended by the manufacturer and approved by the Engineer. The trenching method shall normally be by use of wheel cutter trenching equipment although an alternative method may be approved by the Engineer. The edge drain material including lateral outlet pipes, shall be placed in accordance with the plans and the manufacturer's recommendati ons. The edge drain shall be placed so that the fabric on one side is in intimate contact with the aggregate base materials. It may be necessary to use spacers or blocks to keep the TABLE OF CONTENTS INDEX edge drain up against the aggregate base during backfilling. The trench with the edge drain in place may be backfilled with minus- 2-inch material that was excavated from the trench, provided that sharp rocks or other material which, in the opinion of the Engineer may damage the fabric, are removed. The soil backfill shall be placed in lifts not to exceed 6 inches of compacted depth with the backfill compacted to a density not less than 95 percent of the maximum density as determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. Care shall be taken during compaction to prevent damage to the edge drain material or lateral pipes. The final 2 inches of the edge drain trench shall be filled with hot asphaltic concrete, meeting the material requirements of Section 409 of the specifications, and compacted. The amount of trench excavated at any time shall not exceed the amount of pavement edge drain system which can be installed and the backfill completed in one working day. Backfill must be placed to the top of the edge drain trench if the asphaltic concrete will not be placed in the same working day. All necessary splices and connections are to be made with kits furnished by the manufacturer and in accordance with the manufacturer's specifications and directions. 307- 3.05 Damage to Pavement: The contractor shall not damage the adjacent existing pavement during the excavation and placement operation. Any damage done to the pavement shall be repaired, at no additional cost to the Department, in a method approved by the Engineer. 307- 4 Method of Measurement: Geocomposite edge drain will be measured by the linear foot in- place. Measurement will be to the nearest foot. No allowance will be made for laps or lateral pipes. 307- 5 Basis of Payment: The accepted quantity of geocomposite edge drain, measured as provided above, will be paid for at the contract unit price per linear foot, which price shall be full compensation for furnishing all labor, material , and equipment and performing all operations in connection with installing the geocomposite edge drain as shown on the project plans. No payment will be made for geocomposite edge drain rejected due to either the fault or negligence of the contractor. TABLE OF CONTENTS INDEX SECTION 401 SECTION 401 PORTLAND CEMENT CONCRETE PAVEMENT : 401- 1 Description: The work under this section shall consist of furnishing all materials and constructing a pavement surface using Portland cement concrete and shall incl ude coring operations, furnishing and placing dowels and tie bars, furnishing and placing miscellaneous reinforcing steel and joint materials, and constructing joints in accordance with the details shown on the plans and the requirements of the specificati ons. The contractor shall proportion, mix, place, finish, and cure concrete in accordance with the requirements of the specifications. 401- 2 Materials: Portland cement concrete for pavement shall consist of a mixture of hydraulic cement, fine aggregate, coarse aggregate, water, and admixtures. Unless otherwise provided, Portland cement concrete pavement shall conform to the requirements of Section 1006 of the specifications. Concrete shall be Class P. Materials for expansion joint filler and joint seal shall conform to the requirements of Section 1011 of the specifications unless otherwise shown on the project plans or specified in the Special Provisions. Materials for tie bars and dowel bars shall conform to the requirements of Section 1003 of the specifications. Materials for dowel bars shall conform to the requirements of AASHTO M 254 with Type B coating except that the core material shal l conform to the requirements of ASTM A615, Grade 40. When epoxy coated reinforcing steel is designated, it shall conform to the requirements of Subsection 1003- 5 of the specifications. Liquid membrane curing compound shall conform to the requirements of Subsection 1006- 6.01(C) of the specifications. 401- 3 Construction Requirements: 401- 3.01 General : At least 20 days prior to paving, the contractor shall furnish the following information for the Engineer's review for specification compliance:
A.A detailed sequence and schedule of concrete placement operations including, but not necessarily limited to; width of pavement to be placed, proposed equipment, production TABLE OF CONTENTS INDEX SECTION 401 rates, working hours, concrete hauling, placement methods, curing, sawing , and sealing methods;
B.A detailed staking plan for subgrade controls including offset requirements; and
C.A traffic control plan for pavement construction operations which includes provisions for the placement and maintenance of barriers required to protect the pavement from traffic for a minimum of seven days after concrete placement. Mainline concrete pavement shall be constructed with slip- form paving equipment; however, areas inaccessible to slip- form paving equipment may be constructed with fixed side forms. Ramps and irregular pavement areas shall be constructed with either slip- form paving equipment or fixed side forms. Unless otherwise shown on the plans, the main roadway, including concrete shoulders or distress lanes, shall be placed in a single monolithic pass, provided the finished surface of the pavement consistently conforms to the requirements for grade, alignment and pavement smoothness as specified herein. Paving widths which are less than the full main roadway width shall be constructed with longitudinal construction joints that are located on the lane line or at the edge of the main roadway. The contractor may submit an alternate paving plan for review by the Engineer. The alternate plan shall be submitted in writing at least 45 days prior to paving and the Engineer's approval shall be obtained prior to proceeding with alternate paving methods. Portland cement concrete pavement shall be constructed as required, smooth and true to the required lines, grades, and dimensions. Use of 3- D Machine Control PCC Paving (wireless) shall require the contractor to submit the type of vertical and horizontal control (any combination of Global Positioning System (GPS), total stations, and/or laser), and the proposed equipment and daily calibration plan with the paving plan submittal. At least 10 days prior to paving, the contractor shall provide the Engineer with eight hours of formal training on the equipment proposed by the contractor to be utilized for 3- D Machine Control PCC paving. 401- 3.02 Pavement Base: The surface of lean concrete base, cement treated base, or subgrade upon which the concrete pavement is to be placed shall conform to the finish and elevation requirements specified for the material involved. The surface shall be free of all loose and ext raneous material and the TABLE OF CONTENTS INDEX SECTION 401 surface shall be uniformly moistened immediately prior to placing concrete. When Portland cement concrete pavement is constructed over lean concrete base, curing compound shall be applied to the surface of the lean concrete base at a rate of not less than 1 gallon per 150 square feet. The curing compound shall be Type 2 with a Class A vehicle conforming to the requirements of Subsection 1006- 6.01(C) of the specifications and the nonvolatile portion of the Class A vehicle shall contain natural or petroleum waxes. This curing compound shall be placed in addition to curing compound placed as part of lean concrete base construction and shall be applied no more than 24 hours prior to placement of Portland cement concrete pavement. The curing compound shall be allowed to set -up prior to placement of Portland cement concrete pavement. Curing compound may be applied after placement of required load transfer dowel assemblies; however, uniform coverage with curing compound must be achieved under the dowel assemblies and spot spraying or additional applications of curing compound may be required to achieve uniform coverage. If load transfer dowel assemblies are placed after application of curing compound, the curing compound shall be allowed to set -up prior to dowel placement. Curing compound membrane which is damaged during placement of load transfer dowel assemblies or during other operations shall be repaired with a reapplication of curing compound prior to placement of Portland cement concrete pavement. Portland cement concrete pavement shall not be placed over lean concrete base or cement treated base for at least seven days after placement of the lean concrete base or cement treated base unless otherwise approved by the Engineer. 401- 3.03 Forming:
A.General: Unless the proj ect requires contractor surveying, the Engineer will place one stake for elevation control and alignment on each side of the roadway at 50- foot intervals and at grade breaks in accordance with the contractor's staking plan. The contractor shall make any additional projections necessary to establish line and grade. If the project requires surveying by the contractor, the contractor shall place stakes for elevation control and alignment as specified above, or as approved by the Engineer. If 3-D Machine Contr ol PCC Paving (wireless) is utilized, the contractor shall stake for vertical and horizontal control on each side of the roadway at 50- foot intervals and at grade breaks, as specified elsewhere herein, for three days of production or a minimum distance of 2,500 feet, TABLE OF CONTENTS INDEX SECTION 401 whichever is greater, for verification. Once verification of 3- D Machine Control PCC Paving (wireless) has been accepted by the Engineer, staking for horizontal and vertical control shall identify all points of curve (P.C.), points of tangent (P.T.), and other alignment changes, and shall be at intervals of not less than 100 feet on curves and 200 feet on tangents, unless otherwise specified by the Engineer. In no case shall intervals exceed 1, 000 feet.
B.Slip -Form Method: The contractor shall set taut guide lines to control both line and grade, or develop a 3- D slope model if 3- D Machine Control P CC Paving (wireless) is utilized. Slip -form equipment shall be equipped with automatic sensing and control devices and shall operate such that the machine automatically follows the guide line (wire) or the 3- D slope model if 3- D Machine Control PCC Paving (wireless) is utilized. The contractor shall provide electronic data from the 3- D slope model in a format acceptable to the Engineer for approval 10 days prior to paving. The contractor shall check and recalibrate the 3- D Machine Control system every day that paving will be performed. Slip -form paving equipment shall be equipped with traveling side forms designed to laterally support the concrete for a length of time which is sufficient to produce pavement of the required cross section. No abrupt changes in longitudinal alignment of the pavement will be permitted. The horizontal deviation from the alignment shown on the plans shall not exceed 0.10 feet.
C.Fixed Form -Manual Method : Forms shall be set to the required lines and grades well in advance of placing concrete and shall be as approved by the Engineer prior to concrete placement. Forms shall be made of steel and have an approved section with a base width of at least 4 inches and a depth equal to or greater than the thickness of the pavement. The forms shall be staked with steel stakes of appropriate lengths. Each form section shall have a stake pocket at each end and at intervals of not more than 5 feet. The stake pockets shall have a device for locking the form to the steel stakes. Each form section shall be straight and free of bends and warps at all times. The top of each form section shall not vary from a true plane by more than 1/8 inch in 10 feet and the inside face shall not vary more than 1/4 inch in 10 feet. Wood or other rigid forms may be used in irregular areas as approved by the Engineer. TABLE OF CONTENTS INDEX SECTION 401 Forms shall be thoroughly cleaned and oiled each time they are used. Before forms are placed, the underlying material shall be finished to the required grade and shall be firm and smooth. The forms shall be uniformly supported upon the subgrade or base and shall be placed to the required grade and alignment. Forms shall be supported so that they will not deviate more than 1/8 inch from the proper elevation during paving operations. Forms shall remain in place until the day after placing the concrete and shall be removed in a manner that will prevent damage to the pavement. Pry bars shall not be used between the forms and the pavement under any circumstances. 401- 3.04 Placing and Finishing:
A.General: When daytime ambient temperatures are expected to exceed 100 degrees F and when directed by the Engineer, concrete shall be placed only between the hours of 8:00 p.m. and 8:00 a.m. Immediately prior to placing concrete, the contractor shall verify that the elevations of guide wires controlling slip- form pavers and the elevations of fixed forms are such that the thickness and finished grade of the pavement will be in accordance with the requirements of the project plans and these specifications. Concrete shall be placed using methods that result in a minimum of handling and segregation and in a manner that will result in the concrete being distributed uniformly across the front of the paving machine. Concrete placement shall be continuous between expansion or construction joints. The concrete shall be struck off, consolidated and floated by mechanical methods. The contractor may, with the approval of the Engineer, use a free floating, oscillating screed device, which is a minimum of 10 feet in length and attached to the paver, i n conjunction with or in lieu of tubular floats. When pavement widths are less than 10 feet and where it is impractical to use mechanical methods, manual methods may be used to finish the concrete surface. If surface drying or cracking should occur prior to the application of curing material, the entire surface of the concrete shall be kept damp by applying water with a nozzle that atomizes the flow so that a mist and not a spray is formed. The water from the nozzle shall not be applied directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantity sufficient to cause a flow or wash the surface. The contractor shall protect the base or subgrade when equipment is cleaned at the end of each days production. All concrete deposited on the base or subgrade during the cleaning operation shall be removed TABLE OF CONTENTS INDEX SECTION 401 from the base or subgrade immediately after cleaning is completed. Any damage to the base or subgrade, shall be repaired, as approved by the Engineer, prior to commencing paving operations. Water will not be permitted to pond on the roadway. Any concrete which is spilled, splattered, or scattered on existing pavement shall be removed before the end of each day's paving operations. It is important in the performance of the work an d in the operation of equipment that no work shall lag and all operations shall be completed within the optimum or specified time; therefore, the Engineer may order the work suspended, if necessary, to maintain proper balance of operations so as to insure satisfactory results.
B.Slip -Form Method: The equipment shall spread, consolidate, screed, and float -finish the concrete so that a minimum of hand finishing will be necessary and a well consolidated and homogeneous pavement is produced. Additional labor and equipment shall be supplied when paving beyond the limits of the side forms is required. The machine shall vibrate the concrete for the full width and depth of the concrete. Such vibration shall be accomplished with vibrating tubes or arms working in the concrete and spaced not more than 24 inches center -to-center. Vibrators shall oper ate at a minimum of 8,000 impulses per minute. Concrete placement shall cease immediately if a vibrator fails to function and cannot be immediately repaired, replaced, or supplemented with additional vibrators. The machine shall be operated with as nearly a continuous forward movement as possible and all mixing, delivering, and concrete spreading operations shall be coordinated to provide uniform progress. If for any reason it is necessary to stop the forward movement of the paver, the vibratory and tampi ng elements shall also be stopped simultaneously. Pavement edge slump in excess of 0.02 feet, exclusive of edge rounding, shall be corrected. If correction is not possible while the concrete is plastic, pavement with excessive edge slump shall be corrected by one of the following methods:
1.The pavement shall be removed by saw -cutting a distance not greater than 1 foot from the pavement edge between adjacent transverse joints. Tie bars shall be placed as specified in Subsection 401- 3.05 of the specifications and the pavement shall be replaced as part of adjacent Portland cement pavement construction; or TABLE OF CONTENTS INDEX SECTION 401
2.If excessi ve edge slump can not be corrected by method one (1) above, then the pavement shall be removed for the full lane width between adjacent transverse joints and replaced as specified in Subsection 401- 4.03(C) of the specifications. When concrete is being placed adjacent to previously constructed pavement, work bridges for placing and finishing the pavement and the tracks on one side of the paver may be allowed on the new pavement provided that:
1.The previously placed pavement has been placed for a minimum of 72 hours;
2.Pressure exerted on the pavement by the paver shall not exceed 20 pounds per square inch;
3.Tracks on the paver shall be equipped with protective pads, or the surface of the existing pavement shall be protected so that the surface is not damaged; and
4.No part of the track shall be operated within 1 foot of the edge of the existing pavement. Any pavement which is damaged by the contractor's equipment shall be repaired as approved by the Engineer and at no additional cost to the Department. With the exception of saws used for the construction of weakened plane joints, no other contractor's equipment will be allowed on the pavement until all the requirements specified herein have been met.
C.Fixed Form Method : Three types of self -propelled mechanical equipment: the spreader, the finisher, and the float will be required; however, a single machine combining two or more of these operations may be used if it has been demonstrated that such a machine will accomplish satisfactory results. All wheels of all machines that ride on finished concrete surfaces shall be equipped with rubber tires. The concrete shall be spread uniformly between the forms, immediately after it is placed, by means of the spreading machine. The spreader shall be followed by the finishing machine equipped with not less than two oscillating or reciprocating screeds. The spreading machine or the finishing machine shall be equipped with vibrating equipment that will vibrate the concrete for the full paving width. Vibrators shall be used adjacent to the longitudinal edge of the pavement. These vibr ators shall be attached to the rear of the spreading machine or to the finishing machine. Vibrators shall not rest on new pavements or side forms or contact any tie bars, and power to the vibrators shall be such that when TABLE OF CONTENTS INDEX SECTION 401 the motion of the machine is stopped, vibration will cease. Vibrators shall operate at a minimum of 8, 000 impulses per minute. The concrete shall be spread full width before being struck off by the finishing machine. The concrete shall be struck off and consolidated so that the surface will conform to the finished grade and cross section shown on the project plans and at the same time leave sufficient material for the floating operation. The spreading or finishing machine shall move over the pavement as many times and at such intervals as may be required to ensure thorough consolidation. After the pavement has been struck off and consolidated, it shall be floated with an approved longitudinal float. The contractor may use a longitudinal float composed of one or more cutting and smoothing floats, suspended from and guided by a rigid frame. The frame shall be carried by four or more wheels riding on, and constantly in contact with, the forms. The contractor may use a longitudinal float which is worked with a sawing motion while being held in a floating position parallel to the roadway centerline and while passing gradually from one side of the pavement to the other. Movements ahead along the centerline of the roadway shall be in successive advances of not more than one half the length of the float. In lieu of using either type of longitudinal float, a single machine which will affect satisfactory consolidating, finishing and floating may be used. This machine may be towed by a spreading machine. This combination finishing -floatin g machine shall be equipped with screeds and vibrators as hereinbefore specified for finishing machines. Floating shall be accomplished with a non- oscillating float held in a suspended position from the frame. If any spreading, finishing , and floating equipment is not maintained in full working order or if the equipment used by the contractor proves inadequate to obtain results prescribed, such equipment shall be improved or satisfactory equipment substituted or added.
D.Fixed Form -Manual Methods: Manual methods may be permitted by the Engineer in areas inaccessible to mechanical equipment. When manual methods are permitted, concrete shall be deposited, spread, and struck off to such an elevation that, when properly consolidated, the surface will conform to the required lines and grades. The strike board shall be moved forward with a combined longitudinal and transverse motion so that neither end is raised from the side forms. While striking off, a slight excess of concrete shall be kept in front of the cut ting edge at all times. TABLE OF CONTENTS INDEX SECTION 401 The concrete shall be consolidated by internal vibration. Vibrators shall operate at a minimum of 8, 000 impulses per minute. Use of vibrators for shifting of the concrete mass will not be permitted. After consolidation, the concrete shall be tamped to the proper surface elevation and cross section with an approved tamping or screeding device or with a mechanical vibrating unit spanning the full width between forms. A small surplus of concrete shall be kept in front of the tamper or vibrating unit. Tamping or vibrating shall continue until the required cross section is obtained and the mortar is flushed slightly to the surface. Other approved methods may be used to finish the concrete. On grades in excess of 5 percent, a second str ike board shall follow behind the tamper or vibrating unit and shall be used in the same manner as the tamper to remove waves caused by the flow of concrete.
E.Joint Finishing and Edging: The pavement edges and joints shall be edged in accordance with the details shown on the plans.
F.Surface Texturing: Surface texturing of the plastic concrete shall begin immediately after placement and finishing of the concrete. All excessive surface water shall be dispersed prior to commencing texturing operations. Texturing shall be performed by applying a longitudinal burlap drag followed by longitudinal texturing using steel tines. When the pavement will be overlaid with asphaltic concrete prior to opening t o traffic, only a burlap drag is required. Steel tines shall be supported by an independent self -propelled rolling mechanical bridge. The tines shall not be supported manually except in areas inaccessible to the bridge. The rolling mechanical bridge supporting steel tines shall be equipped and operate with automatic sensing and control devices which follow the same control line as the slip form paver. Burlap shall not be supported on the rolling mechanical bridge used to support the steel tines. Burl ap shall be in accordance with AASHTO M 182, Class 3 and shall traverse the full width of the pavement to within 12 inches of the pavement edge. The timing of the texturing operations is critical. Grooves that close following texturing will not be permitt ed, and texturing shall be completed so that the surface is not torn or unduly roughened by the texturing operation. TABLE OF CONTENTS INDEX SECTION 401 Hand tine brooms shall be provided and available at the job site at all times. Tine texturing shall be performed so that the grooves produced will be uniform in spacing, depth, and width. Texture shall be parallel to the center line of the roadway and shall extend over the entire roadway width to within three inches of the pavement edge. Swerving groove patterns will not be permitted. Texture grooves shall be 1/8 ± 1/32 inch in width and 5/32 ± 2/32 inch in depth. The textured groove depth will be measured in accordance with the requirements of Arizona Test Method 310. The center -to-center spacing of the grooves shall be 3/4 ± 1/8 inch. If necessary, hardened concrete shall be textured by any method that will produce the required grooves.
G.Curing : Curing compound shall be applied to the concrete within 15 minutes after surface texturing operations and before any drying shrinkage or craze cracks begin to appear. In the event of surface drying or cracking, application of water with an atomizing nozzle shall be started immediately and shall be continued until application of curing material is begun or resumed; however, curing compound shall not be applied over any resulting free standing water. Liquid curing compound shall be applied in one or more applications totaling not less than 1 gallon per 100 square feet. The curing compound container shall be equipped with a calibrated sight glass for verification of quantities used. When the ambient temperatur e is above 85 degrees F, as verified by a Department -furnished calibrated thermometer, the contractor shall fog the surface of the concrete with an atomized mist of water. The surface of the pavement shall be kept moist until initial joint sawing is compl eted; fogging done after curing material has been applied shall not begin until the curing compound has set sufficiently to prevent displacement. When misting is required, the entire surface of the concrete shall be kept damp by applying water with a nozzl e that atomizes the flow so that a mist and not a spray are formed. The moisture from the nozzle shall not be applied under pressure directly upon the concrete and shall not be allowed to accumulate on the concrete in a quantity sufficient to cause a flow or wash the surface. Concrete curing shall be continued for not less than seven days and any damaged curing material shall be repaired immediately. TABLE OF CONTENTS INDEX SECTION 401 401- 3.05 Joints:
A.General Requirements: Joints in concrete pavement will be designated as transverse expansion joints; longitudinal or transverse construction joints; or longitudinal or transverse weakened plane joints. The faces of all joints shall be const ructed perpendicular to the surface of the concrete pavement. Joints shall be constructed of the type, to the dimensions, and at the locations shown on the plans and as specified herein. Concrete placed in lanes adjacent to previously placed concrete shall have transverse weakened plane joints located to align with the weakened plane joints in the previously placed concrete.
B.Longitudinal Joints: Longitudinal joints in the main roadway shall b e weakened plane joints or construction joints. Weakened plane joints shall be constructed by sawing. Longitudinal weakened plane joints shall be constructed between traffic lanes and also between traffic lanes and shoulders if concrete shoulders wider than five feet are specified. Longitudinal joints in ramps and tapers shall be either weakened plane joints or construction joints. The location of longitudinal joints in ramps and tapers shall be as approved by the Engineer. Load transfer bars shall be provided as shown on the plans, and shall be placed in all longitudinal construction and weakened plane joints by acceptable mechanical methods, either while the concrete is still plastic or after the concrete has hardened. Bars placed in hardened concrete shall be anchored with an adhesive approved by the Engineer. Bars placed in adjacent slabs of different thicknesses shall be placed within 1 inch of the mid- depth of the thinner slab.
C.Transverse Joints: Transverse expansion joints shall be located at the junction of roadway pavement slabs and bridge approach slabs. Transverse expansion joints at locations other than bridge approaches shall be located as shown on the plans. The joints shall be formed in accordance with the plans, or as directed by the Engineer. Transverse construction joints shall be constructed as shown on the plans and as specified herein. They shall be placed at the end of each TABLE OF CONTENTS INDEX SECTION 401 day's production, or when placement of concrete is discontinued for more than 90 minutes. Excess concrete shall not be placed beyond a construction joint at the end of a day's production. Load transfer bars shall be provided as shown on the plans, and shall be placed in all transverse construction joints by acceptable mechanical methods, either while the concrete is st ill plastic or after the concrete has hardened. Bars placed in hardened concrete shall be anchored with an adhesive approved by the Engineer. Bars placed in adjacent slabs of different thicknesses shall be placed within 1 inch of the mid- depth of the thinner slab. Transverse construction joints shall be formed perpendicular or skewed to the center line of the roadway, as shown on the plans. Transverse weakened plane joints shall be formed by sawing and shall be constructed perpendicular or skewed to the centerline of the roadway, as shown on the plans. The location of transverse weakened plane joints shall be as shown on the plans. The spacing of the last four transverse weakened plane joints for each day's production may be adjusted by ± 1 foot. 401- 3.06 Joint Construction:
A.Sawed Joints: Longitudinal or transverse weakened plane joints shall be sawed to the dimensions shown on the plans. Excess water from the sawing operation will not be permitted to stand on any subgrade to be paved. The contractor shall provide and maintain acceptable methods to control the water used in the sawing so the subgrade is not damaged. Sawed joints shall be constructed before uncontrolled pavement cracking occurs; however, joints shall not be sawed until the concrete has hardened enough to prevent excessive tearing or raveling during sawing operations. The exact time when saw ing will be done shall be determined by the contractor. The contractor shall maintain an additional concrete span saw on the project site at all times during which sawed joints are being constructed. The additional saw shall be maintained in good operating condition and shall be readily available as a substitute for the primary concrete saw. Any procedure used to saw joints which results in premature uncontrolled cracking shall be revised immediately. The contractor shall repair damaged areas or random cr acks as specified and as directed by the Engineer. If joints are sawed in stages, the initial saw cut shall be of the minimum specified width and shall be sawed to the depth shown on the plans. TABLE OF CONTENTS INDEX SECTION 401 Suitable guide lines or other devices shall be used to assure that joints are constructed at the locations shown on the plans. After sawing, the joints shall be sealed in accordance with the following:
1.Prior to applying the sealant, each joint face shall be thoroughly cleaned. The method of cleaning may be subject t o regulation by state or local environmental quality enforcement agencies. When not otherwise mandated by law or regulation, the contractor shall clean the joints by sand blasting. The joints shall then be further cleaned by use of high- pressure air jets so that each face is clean, dry, and dust free. The air used in cleaning shall be free of oil and water ;
2.Asphalt -rubber joint sealant conforming to Subsection 1011- 3 of the specifications shall be used when Portland cement concrete pavement is overlaid w ith an asphaltic concrete (asphalt -rubber) friction course. Silicone joint sealant conforming to the requirements of Subsection 1011- 8 of the specifications shall be used when Portland cement concrete pavement is not overlaid with an asphaltic concrete (asphalt -rubber) friction course. Both types of sealant shall be applied in accordance with the manufacturer's recommendations;
3.All recommended manufacturer's field testing shall be done by the Engineer. Necessary repairs resulting from field testing shall be immediately repaired by the contractor at no additional cost to the Department. Any sealant spilled on the concrete pavement shall be removed; and
4.Immed iately prior to applying silicone joint sealant, an expanded closed cell polyethylene foam backer rod, approved by the Engineer shall be inserted along the joint as shown on the plans. The backer rod shall be compatible with the joint sealant to be applied, and its diameter shall be at least 25 percent larger than the nominal width of the sawed joint. Joints shall be sealed within 10 working days after the concrete has been placed and prior to opening the pavement to any traffic.
B.Construction Joints: Longitudinal and transverse construction joints shall be formed in accordance with the details shown on the plans or as directed b y the Engineer. TABLE OF CONTENTS INDEX SECTION 401 When concrete is not finished, textured, and protected with curing material within one hour after placement, the Engineer may order the contractor to construct a transverse construction joint by sawing at the location established by the Eng ineer. All concrete placed beyond the construction joint shall be removed and disposed of by the contractor, at no additional cost to the Department, prior to continuing paving operations.
C.Transverse Expansion Joints: Transverse expansion joints shall be formed in accordance with the details shown on the project plans or as directed by the Engineer. 401- 3.07 Opening Pavement to Traffic : Pavement shall not be opened to traffic less than seven days after placement, and until all joints are sealed and the concrete has attained a compressive strength of at least 3,000 pounds per square inch, unless otherwise approved by the Engineer. 401- 4 Pavement Evaluation and Remedial Measures: 401- 4.01 Pavement Surface Texture: The depth of surface texture grooves, will be measured in accordance with the requirements of Arizona Test Method 310. 401- 4.02 Pavement Smoothness: Pavement smoothness shall be evaluated by testing with a profilograph. Profilograph equipment will be furnished by the Department. All profilograph measurements shall be made by a team composed of one Department employee and one contractor employee. The work shall be shared equally. At the completion of each profilograph run both operators shall sign the profilogram, certifying that they are in agreement that the equipment was found to be operating correctly and that the profilogram is a correct representation of the surface profile. A pavement Profile Index shall be obtained as soon as possible after concrete placement. Two profilograph readings shall be taken in each mainline traffic lane, each distress lane and each ramp lane including tapers. The profilograph readings shall be taken in the vehicle wheel paths, 3 feet from each lane edge of traffic lanes or 18 inches from the lane edge or pavement edge of distress lanes. The tested profile shall begin 50 feet prior to the concrete placed during any day's production and shall end 50 feet before the end of the placed TABLE OF CONTENTS INDEX SECTION 401 concrete. The tested profile will include bridge approaches a nd 50 feet of any pavement which abuts the new pavement. If, during any day's production, less than 3,000 lane- feet of pavement is placed, that pavement shall be tested with the subsequent day's production. The contractor shall broom the pavement or clean the pavement by other approved methods immediately prior to profilograph testing. Surface profiles will be evaluated by the Department in accordance with the provisions of Arizona Test Method 801. The Profile Index for a traffic lane will be the average of the two Profile Indexes obtained for that lane. All mainline traffic lanes, distress lanes, ramp lanes, and tapers shall have a Profile Index of 9 inches or less per mile in any 0.1- mile section. Payment for mainline traffic lanes will be adjusted in accordance with Subsection 401-6 of the specifications, based on the Profile Index of the traffic lanes. Profile Indexes greater than 9 inches per mile per 0.1- mile section shall be reduced to 9 inches or less per mile per 0.1- mile section by grinding or pavement removal and replacement as specified herein. When pavement will not be overlaid with asphaltic concrete prior to opening to traffic, grinding of pavement which has a Profile Index of 9 inches or less per mile per 0.1- mile section will only be permitte d to correct deviations in excess of 0.3 inches in 25 feet ("must -grinds") as specified herein and when directed by the Engineer. The contractor shall remove high pavement areas with vertical deviations greater than 0.3 inches in 25 feet or less. High pavement areas shall be removed with grinding devices or multiple- saw devices as approved by the Engineer. Grinding machines shall be of the rotary type with a wheel base of at least 10 feet and with vertically adjustable grinding wheels. Bush hammers or ot her impact devices shall not be used. After removal of high areas, the affected 0.1- mile pavement section shall be reprofiled; however, if the original Profile Index for the pavement section was within the specified range, only that portion of the pavement which originally contained high areas shall be reprofiled. Evaluations of pavement depressions will be made based on the presumed correction of adjacent high areas. When the pavement contains depressions greater than 0.3 inches in 25 feet or less, the contractor shall grind adjacent pavement as directed by the Engineer and the pavement shall be reprofiled as specified above. TABLE OF CONTENTS INDEX SECTION 401 When the pavement contains depressions greater than 0.5 inches in 25 feet or less, the pavement shall be repaired as directed by the Engineer. Such repairs may include additional grinding or full -depth pavement replacement. Upon completion of repairs, the pavement shall be reprofiled as required. If, after the repair of high and/or depressed areas, the pavement does not conform to the specified profile requirements, additional pavement grinding and profile measurements shall be performed as directed by the Engineer. In addition to the Surface Profile Index requirements, the pavement surface will be tested with a 10- foot straig htedge. The surface shall not vary in any direction by more than 1/8 inch, except at longitudinal and transverse construction joints. The surface shall not vary by more than 1/4 inch across any longitudinal or transverse construction joint. Grinding will be required to e nsure that these requirements are satisfied. The pavement shall be ground in a manner that does not form a smooth or polished pavement surface. All pavement profile repairs shall be made prior to pavement thickness evaluations. Remedial w ork required to correct pavement smoothness deficiencies shall be performed by the contractor at no additional expense to the Department. The contractor shall provide for the maintenance and protection of traffic during pavement profile repairs and subsequent pavement profile measurements as directed by the Engineer and at no additional expense to the Department. 401- 4.03 Pavement Cracks:
A.General: Cracks penetrating the full depth of the pavement shall be repaired or the cracked pavement shall be removed and replaced, as specified herein, prior to opening the pavement to public traffic. Within 28 days after concrete placement and prior to acceptance of the work, the Engineer will perform a pavement crack survey. The pavement shall be cleaned prior to the crack survey. Cracks which are visible without magnification and which require repair and pavement slabs which require replacement will be marked by the Engineer and shall be repaired or replaced by the contractor as specified, and at no additional cost to the Depart ment. TABLE OF CONTENTS INDEX SECTION 401 Cracks observed later than 28 days after concrete placement and prior to final acceptance of the work shall be repaired by the contractor as specified and the cost of such repairs will be shared equally by the contractor and the Department. The contr actor shall provide the Engineer with detailed information concerning the methods and materials to be used for crack repair and the contractor shall obtain the Engineer's approval of the proposed methods and materials prior to beginning the required repair s. The contractor, at its option and at no additional cost to the Department, may core cracked pavement, as approved by the Engineer, to determine the extent of cracking.
B.Crack Repair:
1.General: Random cracks shall be repaired using the methods and under the conditions specified herein. Crack repair shall begin within seven days after completion of the pavement crack survey and shall be completed within 30 days after the start of repairs. Payment for pavement slabs which require repairs will be adjusted as specified in Subsection 401-6 of the specifications .
2.Crack Repair Requirements:
a.Cracks in Jointed Pavement Constructed w ith Load -Transfer Dowel Assemblies: Longitudinal cracks which occur more than 54 inches from a longitudinal joint or less than 12 inches from a longitudinal joint shall be repaired by the routing -and-sealing method. Transverse cracks shall be repaired by the epoxy- injection method after any immediately adjacent uncracked joints are deepened to 1/2 inch above the dowels.
b.Cracks in Jointed Pavement Constructed w ithout Load -Transfer Dowel Assemblies: Longitudinal cracks which occur more than 54 inches from a longitudinal joint or less than 12 inches from a longitudinal joint shall be repaired by the routing -and-sealing method. When a transverse crack crosses or terminates in a transverse contraction joint, the uncracked portion of the joint shall be filled with TABLE OF CONTENTS INDEX SECTION 401 an approved gray colored epoxy and the crack shall be repaired by the routing -and- sealing method. When a transverse crack approximately parallels and is within 5 feet of an uncracked contraction joint, the uncracked joint shall be cleaned and filled with an approved gray colored epoxy and the crack shall be repaired by the routing -and-sealing method. When a transverse crack is more than 5 feet from a transverse joint, either cracked or uncracked, the joint shall be resawed and resealed as originally specified, and the crack shall be repaired by the routing -and- sealing method.
c.Cracks Occurring within Wheel Path: Cracks occurring within the wheel paths, which are exclusive of the areas defined under Subsections 401- 4.03(B)(2)(a) and 401- 4.03(B)(2) (b), shall be considered unrepairable and the pavement shall be removed and replaced in accordance with the requirements of Subsection 401-4.03(C) of the specifications.
3.Crack Repair Methods:
a.Routing -and -Sealing Method: When the routing -and- sealing crack repair method is specified, the top of the crack shall be routed, with a routing machine approved by the Engineer, to a depth of at least 3/4 inch and to a width not less than 3/8 inch or more than 5/8 inch. The routing machine shall be capable of closely following the path of the crack and of widening the top of the crack to the required section without spalling or otherwise damaging the concrete. Loose and fractured concrete shall be removed and the routed crack shall be thoroughly cleaned and then sealed with an approved gray colored silicon sealant.
b.Epoxy -Injection Method: When the epoxy- injection crack repair method is specified, the crack shall be pressure injected with an approved gray colored epoxy. Pressure injection of epoxy shall be done only between the hours of 11:00 p.m. and 7:00 a.m.
C.Pavement Removal and Replacement: Portland cement concrete pavement, having cracks not repairable in accordance with Subsection 401- 4.03(B) of the specifications, shall be removed and replaced as directed by the Engineer. TABLE OF CONTENTS INDEX SECTIO N 401 Cracked pavement shall be removed and replaced to the limits established by the Engineer and will generally require removal of the full lane width of the slab over a length of at least 6 feet. Pavement slabs containing a single diagonal crack intersecting the transverse and longitudinal joints wi thin 1/3 of the width and length of the slab from the corner shall be repaired by removing and replacing the smaller portion of the slab as directed by the Engineer. Pavement slabs containing multiple cracks through the full depth of the slab, separating t he slab into three or more parts, shall be entirely removed and replaced as directed by the Engineer. Excessively cracked pavement shall be removed and replaced over the full pavement width, as directed by the Engineer. Pavement to be removed shall be cut full- depth prior to removal. In order to minimize over -cutting, 4-inch diameter full -depth cores shall be drilled at the corners of the pavement to be removed as directed by the Engineer. Base material which is damaged as a result of pavement removal shall be repaired or replaced by the contractor as approved by the Engineer. Removed pavement and base material shall be disposed of by the contractor, as approved by the Engineer. After removal of cracked pavement, dowel bars shall be placed by drilling and anchoring, using an approved epoxy, at approximately mid- depth in the existing concrete pavement. Dowel bars placed in longitudinal construction joints shall be 24 inch es long, epoxy- coated, 5/8-inch diameter smooth dowels spaced at 30 inches, center -to-center. Dowel bars placed in transverse construction joints shall be 24 inch es long, epoxy- coated, 1- 1/2 inch diameter smooth dowels spaced at 12 inches, center -to-center. Dowel bars shall be placed in construction joints which coincide with existing transverse weakened plane joints. These dowel bars shall be 24 inches long, epoxy- coated, 1- 1/2 inch diameter smooth dowels placed at distances of 6, 24, 42, 90, 117, and 135 inches from the adjacent longitudinal joint which is nearest to the outsi de shoulder. Replacement concrete shall be placed, finished and cured in accordance with the requirements specified for the original pavement. 401- 4.04 Pavement Thickness: Concrete pavement shall be constructed to the specified thickness. Tolerances allowed for base and subgrade construction and other provisions of the specifications which may affect thickness shall not be construed to modify such thickness requirements. TABLE OF CONTENTS INDEX SECTION 401 Pavement will be evaluated for thickness by the lot. A thickness lot shall not contain more than one thickness depth and will normally be one full shift’s production. For partial shifts, more than one shift may be included in a thickness lot. In addition, when more than one thickness depth is placed in the same shift, each individual thickness depth placed in that shift may be combined with portions of other shifts that have the same thickness depth to form a thickness lot. When a thickness lot includes more than one shift’s production, it shall not exceed 5,000 square yards unless otherwise approved by the Engineer. The contractor shall submit a thickness lot layout plan to the Engineer for approval prior to paving. The contractor shall obtain ten cores per lot, in accordance with Ari zona Test Method 317, under the observation of an ADOT representative, and at randomly selected locations designated by the Engineer. However, the Engineer may exclude certain locations from random sampling should the Engineer determine that the location of the work precludes normal construction operations. The ADOT representative shall take immediate custody of the cores. All cores will be measured by the Department in accordance with the provisions of AASHTO T 148, except that individual measurements on each core will be determined to the nearest thousandth of an inch, and the average of such measurements will be determined to the nearest hundredth of an inch. If any core indicates a deficiency of 0.60 inches or more from the specified thickness, that core shall not be used for determining the thickness property of the lot, and additional cores shall be drilled at intervals not exceeding 10 feet in each direction from the deficient core location, measured parallel to the center line, until one core is obtained in each direction which is not deficient by 0.60 inches or more. Pavement between these two cores shall be considered as rejected. The average of the measurements of the two cores will replace the measurement of the original deficient core in det ermining the thickness property of the lot. At all locations where cores have been drilled, the resulting holes shall be filled with concrete as approved by the Engineer and at no additional cost to the Department. 401- 5 Method of Measurement: Portland cement concrete pavement will be measured by the square yard, calculated from the dimensi ons shown on the plans and adjusted by the amount of any change ordered by the Engineer. Any opening in excess of 1 square yard will not be measured for payment. No allowance will be made for pavement placed in excess of the specified dimensions. 401- 6 Basis of Payment: The accepted quantities of Portland cement concrete pavement, measured as provided above, will be paid for at the contract unit price adjusted as hereinafter provided, and shall include full payment for furnishing all labor, materials, tools, equipment , and incidentals, and for TABLE OF CONTENTS INDEX SECTION 401 doing all the work involved in constructing the pavement complete in place as shown on the plans and specified herein. When load transf er dowel assemblies are specified, separate payment for this work will be as specified in the Special Provisions. No separate payment will be made for joints, the cost being considered as included in the contract item for Portland cement concrete pavement. Cracked pavement slabs which require repair in accordance with the provisions of Subsection 401- 4.03(B) of the specifications will be paid for at 80 percent of the contract unit price for the pavement repaired, as measured between the original longitudinal and transverse pavement joints abutting the repaired pavement; however, no adjustment to the contract unit price will be made for pavement slabs which contain only cracks which are observed later than 28 days after concrete placement. Unit pric e adjustments for cracked pavement slabs which require repair will be made independently of all unit price adjustments made for compressive strength, pavement thickness, and pavement smoothness. Payment for thickness and compressive strength will be by the lot. Lot limits for thickness are described in Subsection 401- 4.04 of the specifications. Lot limits for compressive strength are described in Subsection 1006- 7.04(B) of the specifications. For each lot, pay factors will be determined for increasing or decreasing the unit price of the lot or rejection of the lot. The “Percent of Lot Within Limits (PWL)” for thickness and compressive strength shall be determined in accordance with the requirements of Subsection 109.11 of the specifications. Pay factors for thickness and compressive strength shall be determined by entering Table 401- 1 with PWL. TABLE 401 -1 Pay Factors for Thickness and Compressive Strength PWL Pay Factor (Dollars/Square Yard) 100 +1.00
95-99 +0.75
90-94 +0.50
85-89 0.00
80-84 0.25
75-79 0.75
70-74 1.75
65-69 3.25
60-64 5.00
Below 60 Reject Pay Factors for thickness and compressive strength will be determined and applied separately. A total Pay Factor shall be determined for each lot by summing the individual pay factors for thickness and compressive strength. Any lot with a total Pay Factor less than minus $5.00 will be rejected. Any lot with a PWL below 60 for either thickness or compressive strength will be rejected. TABLE OF CONTENTS INDEX SECTION 401 When pavement will not be overlaid with asphaltic concrete prior to opening to traffic, the unit price paid for pavement on mainline traffic lanes and freeway- to-freeway ramps which have a Profile Index l ess than or equal to 9.0 inches per mile per 0.1- mile section after correction of all deviations in excess of 0.3 inches in 25 feet ("must -grinds") will be adjusted in accordance with Table 401- 2. TABLE 401 -2 (Use when pavement will not be overlaid with asphaltic concrete prior to opening to traffic.) Profile Index (P.I.) [inches per mile per 0.1 mile section] Unit Price Adjustment 7.0 or Less Plus ($0.20) x [7.0 - (P.I.*)] per square yard ($1.00 Maximum) (See Notes) 7.1 to 8.0 Minus $0.50 per square yard 8.1 to 9.0 Minus $1.00 per square yard Notes:
1.P.I.* = Profile Index (P.I.) rounded to the nearest whole number.
2.The "plus" unit price adjustment will not be made for pavement placed within each 0.1- mile section which has grinding in excess of 1.5 percent of the area included in any traffic lane involved. When pavement will be overlaid with asphaltic concrete prior to opening to traffic, the unit price paid f or pavement on mainline traffic lanes and freeway- to-freeway ramps which have a Profile Index less than or equal to 9.0 inches per mile per 0.1- mile section will be adjusted in accordance with Table 401- 3. TABLE 401 -3 (Use when pavement will be overlaid with asphaltic concrete prior to opening to traffic.) Profile Index (P.I.) [inches per mile per 0.1 mile section] Unit Price Adjustment 7.0 or Less Plus ($0.10) x [7.0 - (P.I.*)] per square yard ($0.50 Maximum) (See Note) 7.1 to 8.0 Minus $0.25 per square yard 8.1 to 9.0 Minus $0.50 per square yard Note:
1.P.I.* = Profile Index (P.I.) rounded to the nearest whole number. Unit price adjustments for pavement smoothness will not be made for pavement in distress lanes, shoulders, service interchange ramps, tapers, cross roads, or frontage roads. TABLE OF CONTENTS INDEX
Source: Arizona Standard Specifications for Road and Bridge Construction, 2021 Edition. Pages – of 1,296.