417ASPHALTIC CONCRETE (END PRODUCT) SHRP VOLUMETRIC MIX

481 The results of the referee testing will be binding on both the contractor and the Department. When referee testing is performed on the compaction lot, the Engineer will determine a new PT for compaction using the referee testing results. The Department will pay for the referee testing; however, if the pay factor of the compaction lot does not improve or is reduced, or the compaction lot remains in reject or is placed in reject, payment to the contractor for asphaltic concrete will be reduced by the amount of the cost of referee testing for the compaction of that particular lot.

Properties and Compaction: When referee testing is performed, as described above, for both the mixture properties lot and the compaction lot, the Engineer will use the referee test results to determine new PT’s as specified in Subsections 416- 9(J)(1) and 416- 9(J)(2) of the specifications. The Department will pay for the referee testing; however, if the combined pay factor of the lot ( mixture properties plus compaction) does not improve or is reduced, or if either the mixture properties lot or compaction lot remains in reject or is placed in reject, payment to the contractor for asphaltic concrete shall be reduced by the amount of the cost of the referee testing for the mixture properties and compaction of that particular lot. VOLUMETRIC MIX: 417- 1 Description: The work under this section shall consist of constructing Asphaltic Concrete (End Product) SHRP Volumet ric Mix, hereinafter asphaltic concrete, by furnishing all materials, mixing at a plant, hauling and placing a mixture of aggregate materials, mineral admixture, and bituminous material (asphalt cement) to form a pavement course or to be used for other specified purposes, in accordance with the details shown on the project plans and the requirements of the specifications. Reclaimed asphalt pavement (RAP), as defined in Subsection 417- 3.04 of the specifications, may be used in the mixture provided all requir ements of the specifications are met; however, RAP will not be allowed in the mixture when asphalt cement type PG 76- 22 TR+ or PG

70-22TR+ is specified in Subsection 417- 3.03(B) of the specifications

References to the use of RAP in this section apply only if RAP is utilized as part of the mixture. ADOT Materials Practice and Procedure Directive No. 20, “Guidance on the Use of Reclaimed Asphalt Pavement (RAP) in TABLE OF CONTENTS INDEX 482 Asphaltic Concrete”, shall be used in conjunction with the requirements of the specifications. Warm Mix Asphalt (WMA) technologies may be used in the mixture at the option of the contractor provided all requirements of the specifications are met. WMA is defined as asphaltic concrete that is produced within the temperature range of 215 to 275 degrees F. WMA can be produced by one or a combination of several WMA technologies including plant water foaming processes, mineral additives, and chemical additives. The requirements for incorporating WMA technologies in the mixture are given in these specifications and in Materials Practice and Procedure Directive No. 23, “Requirements for the Use of Warm Mix Asphalt (WMA) Technologies in Asphaltic Concrete”. The contractor shall acquire and make all arrangements for a source or sources of material, furnish a mix design which will meet the design criteria specified hereinafter, and provide all the equipment, materials, and labor necessary to complete the work. The type of asphaltic concrete mix shall be specified in the Special Provisions. 417- 2 Asphaltic Concrete Mix Design Criteria: Mix designs shall be developed by the contract or. Each mix design shall meet the criteria in Table 417- 1 and the grading requirements in Table 417- 2 when tested in accordance with Arizona Test Method 815 for mixes without RAP and Arizona Test Method 833 for mixes with RAP, with the noted exceptions. TABLE 417 -1 ASPHALTIC CO NCRETE MIX DESIGN CRITERIA Criteria Requirements 1/2” Mix 3/4” Mix Voids in Mineral Aggregate: %, Range 14.5 -16.5 13.5 -15.5 Effective Voids: %, Range As specified in the Special Provisions Absorbed Asphalt: %, Range 0 - 1.0 Index of Retained Strength: % (Arizona Test Method 802) (See Note 6 ) 60 Minimum (See Note 7 below) Wet Strength: psi (Arizona Test Method 802) (See Note 6 ) 150 Minimum TABLE OF CONTENTS INDEX 483 TABLE 417 -1 ASPHALTIC CO NCRETE MIX DESIGN CRITERIA Notes:

Arizona Test Method 802, shall be prepared using a gyratory compactor in accordance with AASHTO T 312, except compaction shall be performed to the number of gyrations specified for N -max in Note 4 below and the density of the compacted specimens shall be calculated for N -design gyrations.

Level 1 mix designs in The Superpave M ix Design Manual for New Construction and Overlays (SHRP -A-407) except that volumetrics will be determined in accordance with Arizona Test Method 815, or Arizona Test Method 833 if RAP is used, and the number of trial blend gradations necessary will be det ermined by the mix design laboratory. Duplicate gyratory samples shall be prepared at a minimum of 3 binder contents to select the recommended binder content. The completed mix design shall meet all the mineral aggregate and mix design criteria specified herein. In addition, when RAP is used in the mixture, SHRP -A-407 shall be modified as necessary to incorporate the RAP provisions and requirements of Arizona Test Method 833.

No. 200 sieve, including mineral admixture, to the effective asphalt content shall be as specified in the Special Provisions.

be as specified in the Special Provisions. The calculated density of the specimens shall be less than 89.0 percent of maximum theoretical density at the number of gyrations (N -initial) specified in the Special Provisions. The density of the specimens shall be less than 98.0 percent of the maximum theoretical density at the number of gyrations (N -max) specified in the Special Provisions.

hours.

Arizona T est Method 815). For mixes with RAP, Arizona Test Method 802 (as modified by Arizona Test Method 833).

Index of Retained Strength shall be a minimum of 70 percent.

TABLE OF CONTENTS INDEX 484 TABLE 417 -2 MIX DESIGN GRADING LIMITS FOR 3/4 INCH MIX Sieve Size Coarse Band Fine Band Percent Passing Without Admixture With Admixture Without Admixture With Admixture 1 inch 100 100 100 100 3/4 inch 90 - 100 90 - 100 90 - 100 90 - 100 1/2 inch 43 - 89 44 - 89 60 - 89 60 - 89 No. 8 23 - 35 24 - 36 36 - 49 37 - 50 No. 40 2 - 17 3 - 18 15 - 49 16 - 50 No. 200 2.0 - 5.0 3.0 - 6.5 2.0 - 5.0 3.0 - 6.5 MIX DESIGN GRADING LIMITS FOR 1/2 INCH MIX Sieve Size Coarse Band Fine Band Percent Passing Without Admixture With Admixture Without Admixture With Admixture 3/4 inch 100 100 100 100 1/2 inch 90 - 100 90 - 100 90 - 100 90 - 100 3/8 inch 53 - 89 53 - 89 64 - 89 64 - 89 No. 8 28 - 39 29 - 40 40 - 52 41 - 53 No. 40 2 - 19 3 - 20 17 - 52 18 - 53 No. 200 2.0 - 5.5 3.0 - 7.0 2.0 - 5.2 3.0 - 7.0 Notes:

Band mix design grading limits unless otherwise specified.

contractor’s mix design shall provide a minimum of 25 percent intermediate size mineral aggregate for the 1/2 -inch mix and 20 percent for the 3/4-inch mix. Intermediate size mineral aggregate is defined as the percentage of mineral aggregate passing the 3/8 -inch sieve and retained on the No. 8 sieve in the combined mineral aggregate, exclusive of mineral admixture.

417- 3 Materials: For comparative purposes, quantities shown in the bidding schedule have been calculated as shown in the Special Provisions. 417- 3.01 Mineral Aggregate:

Mineral aggregate shall consist of virgin aggregate, or a combination of virgin aggregate and aggr egate from RAP (RAP aggregate). When the TABLE OF CONTENTS INDEX 485 terms “mineral aggregate” or “aggregate” are used without being further described as “virgin” or “RAP”, the intended meaning is the total aggregate material used in the mixture. No individual stockpile or hot bin usage of either virgin aggregate or RAP aggregate shall be less than 3 percent of the total mineral aggregate.

The contractor shall provide a source in accordance with the requirements of Section 1001 of the specifications, except that sub- paragraph (3) under Subsection 1001- 3.01(B) shall not apply. Coarse virgin mineral aggregate shall consist of crushed gravel, crushed rock, or other approved inert material with similar characteristics, or a combination ther eof, conforming to the requirements of these specifications. Fine virgin mineral aggregate shall be obtained from crushed gravel or crushed rock. All uncrushed material passing the No. 4 sieve shall be removed prior to the crushing, screening, and washing operations necessary to produce the specified gradation. The contractor shall notify the Engineer a minimum of 48 hours in advance of crushing the material to be used as virgin mineral aggregate, so all crushing operations can be inspected. Existing stockpile material which has not been inspected during crushing will not be permitted for use unless the contractor is able to document to the Engineer’s satisfaction that the virgin mineral aggregate has been crushed. Any material inspected by the Department as crushed material shall be separated from the contractor’s other stockpiles and reserved for use throughout the project duration. For mixes which not contain RAP, the contractor may blend uncrushed fine virgin aggregate up to a maximum of 15 percent of the total aggregate for mixes meeting the fine band grading requirements or up to a maximum of 10 percent of the total aggregate for mixes meeting the coarse band grading requirements. For mixes which contain RAP, the contractor may blend uncrushed fine virgin aggregate up to a maximum of 10 percent of the total aggregate. The total composite of virgin fine aggregate shall meet the requirement for uncompacted void content. The uncrushed fine virgin aggregate shall be 100 percent passing the 1/4-inch sieve and contain not more than 4.0 percent passing the No. 200 sieve. Should the contractor modify the method of producing either the uncrushed or crushed fine aggregate, the Engineer shall be immediately notified and the materials sampled and tested for determination of uncompacted void content. TABLE OF CONTENTS INDEX 486

RAP aggregate shall consist of the aggregate portion of the reclaimed asphalt pavement. A maximum of 25 percent RAP aggregate, by weight of total aggregate in the mix, may be used in mixes placed in a lower lift (minimum 2 inches below finished surface). A maximum of 20 percent RAP aggregate, by weight of total aggregate in the mix, may be used at all other locations.

Aggregates shall be free of deleterious materials, clay balls, and adhering films or other material that prevent the thorough coating with the asphalt cement. Mineral aggregate shall conform to the following requirements when tested in accordance with the applicable test methods: Mineral Aggregate Characteristics Test Method Requirement Combined Bulk Oven Dry Specific Gravity (1) Arizona Test Method 251 2.350 - 2.850 Combined Water Absorption (1) Arizona Test Method 251 0 - 2.5% Sand Equivalent (1) AASHTO T 176 (After thoroughly sieving the sample, no additional cleaning of the fines from the plus No. 4 material is required.) Minimum 55 Abrasion (2) AASHTO T 96 100 Rev., Max. 9% 500 Rev., Max. 40% Fractured Coarse Aggregate Particles (3) Arizona Test Method 212 Minimum 85% with at least two fractured faces and minimum 92% with at least one fractured face (plus No. 4 material) Flat and Elongated Particles (3) ASTM D4791 (except test shall be performed on plus No. 4 material) Maximum 10% (of the plus No. 4 material) 5:1 Uncompacted Void Content (1) Arizona Test Method 247 Minimum 45.0% Carbonates (3) and (4) Arizona Test Method 238 Maximum 20% TABLE OF CONTENTS INDEX 487 Notes:

for the virgin aggregate portion only.

source of mineral aggregate, including RAP aggregate. All sources shall meet the requirements for abrasion.

for the composite of virgin and RAP aggregate.

conditions exist:

surface normally used by traffic; and/or

subject to traffic for more than 60 days.

Tests on aggregates outlined above, except for abrasion, shall be performed on materials furnished for mix design purposes and composited to the mix design gradation. When RAP is used in the mixtu re, RAP aggregates for testing shall be obtained from the RAP material using Method A of AASHTO T 164, prior to combining with the virgin aggregate. Virgin mineral aggregate from a source or combination of sources which does not meet the requirements given in the table above for combined bulk oven dry specific gravity, and/or combined water absorption (up to a maximum of 3.0 percent), but meets the other specified requirements, will be considered for acceptance by the Engineer if: a) the total estimated cost of all asphaltic concrete components, using the mix design unit weight, asphalt cement content, and mineral admixture percentage, does not exceed the total amount bid for these items by more than 5.0 percent; or b) a supplemental agreement is executed adjusting the unit prices of asphaltic concrete components such that the total estimated cost does not exceed the total amount bid by more than 5.0 percent. 417- 3.02 Mineral A dmixture: Mineral admixture will be required. The amount used shall be 1.0 percent, by weight of the mineral aggregate, unless testing demonstrates that additional admixture is required in order to meet the mix design criteria for Wet Strength and Index of Retained Strength. A maximum of 2.0 percent admixture will be permitted. The exact amount of admixture required shall be specified in the mix design. Mineral admixture shall be either Portland cement, blended hydraulic cement, or hydrated lime conformi ng to the following requirements: TABLE OF CONTENTS INDEX 488 Material Requirement Portland Cement, Type I , or Type II ASTM C150 Blended Hydraulic Cement, Type IP ASTM C595 Hydrated Lime ASTM C1097

The certification and acceptance of Portland cement, blended hydraulic cement, and hydrated lime shall be in accordance with ADOT Materials Practice and Procedure Directive No. 13, "Certification and Acceptance of Hydraulic Cement, Fly Ash, Natural Pozzolan, Silica Fume, and Lime". 417- 3.03 Bituminous Material:

Bituminous material shall consist of performance grade (PG) asphalt binder (virgin binder), or a combination of virgin binder and binder from RAP (RAP binder). When the terms “bituminous material”, “asphalt cement”, “asphalt binder” or “binder” are used without being further described as “virgin” or “RAP”, the intended meaning is the total bituminous material used in the mixture. The percent of asphalt cement used shall be based on the weight of total mix (asphalt cement, mineral aggregate, and mineral admixture).

Virgin asphalt cement shall be a performance grade (PG) asphalt binder, conforming to the requirements of Section 1005 of the speci fications. The type of virgin asphalt binder shall be as shown in the Special Provisions or, if RAP is used in the mixture, the virgin asphalt binder shall be as required to meet the blending requirements in Subsection 417- 3.03(C) of the specifications and Arizona Test Method 833. The contractor shall provide the laboratory mixing and compaction temperature ranges to the mix design laboratory for each PG asphalt binder used for mix design purposes. The laboratory mixing temperature range is defined as the range of temperatures where the un- aged virgin asphalt binder has a rotational viscosity of 0.17 ± 0.02 Pascal·seconds, measured in accordance with AASHTO T 316. The laboratory compaction temperature range is defined as the range of temperatures where the un- aged virgin asphalt binder has a rotational viscosity of 0.28 ± 0.03 Pascal·seconds, measured in accordance with AASHTO T 316. The testing required in AASHTO T 316 shall be performed at 275 degrees F and 350 degrees F, and a viscosity- temperature cur ve developed in accordance with ASTM D2493. The viscosity- temperature curve shall be included in the mix design report. For PG asphalt binders that have a maximum laboratory mixing temperature exceeding 325 degrees F or a maximum laboratory compaction temperature exceeding 300 degrees F, the laboratory mixing and compaction temperature ranges shall be specified in writing by the virgin asphalt binder supplier. A viscosity- temperature curve will meet this TABLE OF CONTENTS INDEX 489 requirement for written documentation if the visco sity-temperature curve is developed and submitted by the binder supplier and includes language that the recommended laboratory mixing and compaction temperatures are within acceptable ranges, and the submittal includes a statement indicating the maximum laboratory mixing temperature to which the binder can be heated without damage. The laboratory mixing and compaction temperature ranges, as well as the actual laboratory mixing and compaction temperatures used, shall be reported on the mix design. The cont ractor shall ensure that the asphalt binder supplier information required in this paragraph is provided to all appropriate parties in a timely manner, and that copies are included in the mix design report. The laboratory mixing and compaction temperatures are for mix design purposes only. Field mixing and compaction temperatures are specified in Subsections 417- 6 and 417- 7 of the specifications.

RAP binder shall consist of the asphalt binder portion of the reclaimed asphaltic pavement. A maximum of 25 percent RAP binder, by weight of total binder in the mix, may be used in mixes placed in a lower lift (minimum 2 inches below finished surface). A maximum of 20 percent RAP binder, by weight of total binder in the mix, may be used at all other locations. When less than or equal to 15 percent RAP binder is used, by weight of total binder in the mix, no testing is required on the RAP binder. When greater than 15 percent RAP binder is used, by weight of total binder in the mix, the RAP binder shall be extracted, recovered, and tested in accordance with the requirements of Arizona Test Method 833. The virgin binder grade shall be modified if necessary, to ensure the blend of virgin and RAP binder meets the PG grade specified in the Subsection 417- 3.03(B) of the specifications. However, a change of only one virgin PG binder grade (6 degrees C on either or both the high and low temperatures) will be allowed from that shown in Subsection 417- 3.03(B) of the specifications. 417- 3.04 Reclaimed Asphalt Pavement (RAP): RAP shall consist of salvaged, milled, pulverized, broken, or crushed asphalt pavement. If RAP is generated by milling, the minimum removal depth shall be 1- 1/2 inches. The source of RAP may be from ADOT or other projects. The contractor shall be responsible for determining the suitability of the RAP for use in the mixture, regardless of its source. For asphaltic concrete containing less than or equal to 15 percent RAP aggregate, all RAP material shall pass the 1- 1/4-inch sieve. For asphaltic concrete containing greater than 15 percent RAP aggregate, the RAP material shall be processed into uniform coarse and fine stockpiles such that there will be a minimum amount of fines. The use of more than two RAP stockpiles is prohibited. The gradation, when tested in accordance with Arizona Test Method 240, shall meet the following requirements: TABLE OF CONTENTS INDEX 490 Stockpile Sieve Size Percent Passing Coarse 1-1/4 inch 100 3/8 inch 0-25 Fine 3/4 inch 100 3/8 inch 75-100

The contractor may propose gradation bands differing from those shown in the table above. The proposal shall be submitted to the Engineer prior to the start of RAP processing. If approved, the required gradation bands will be adjusted accordingly. RAP shall be stockpiled so that segregation is minimized. When two RAP stockpiles are used, acceptable methods to prevent intermingling of stockpiles shall be provided. The Engineer reserves the right to reject obviously defective salvaged material or salvaged material that is not representative of the material used in the mix design. 417- 3.05 Warm Mix Asphalt Technologies: Warm Mix Asphalt (WMA) technologies include plant water foaming processes, mineral additives, and chemical additives. WMA technologies must be approved prior to their use in accordance with Materials Practice and Procedure Directive No. 23, “Requirements for the Use of Warm Mix Asphalt (WMA) Technologies in Asphaltic Concrete”. 417- 4 Mix Design: Utilizing mineral aggregate and RAP which has been crushed, processed, separated, and stockpiled, a mix design shall be formulated and submitted by the contractor to the Engineer. The mineral aggregate and RAP samples used for mix design purposes shall be representative of materials to be used during production. The mix design shall be based on the mix design criteria and other requirements hereinbefore specified, utilizing asphalt ceme nt and mineral admixture of the type and from the sources proposed for use in the production of asphaltic concrete. The mix design shall be prepared by or under the direct supervision of a professional engineer experienced in the development of mix designs and mix design testing. The mix design engineer shall meet the requirements given in ADOT Materials Practice and Procedure Directive No. 4, “Asphaltic Concrete Mix Design Proposals and Submittals”. The mix design shall be provided in a format that clearly indicates all the mix design requirements and shall be sealed, signed, and dated by the mix design engineer. TABLE OF CONTENTS INDEX 491 The mix design shall be prepared by a mix design laboratory that has met the requirements of ADOT Materials Practice and Procedure Directive No. 19, “ADOT System for the Evaluation of Testing Laboratories”. The contactor may propose the use of a mix design that has been developed for a previous project. The proposed mix design shall meet the requirements of these specifications. The contractor shall provide evidence that the type and source of bituminous material, the type of mineral admixture, and the source and methods of producing virgin mineral aggregate and RAP have not changed since the formulation of the previous mix design. The contractor shall also provide current test results for all specified characteristics of the mineral aggregate and RAP proposed for use. The Engineer will determine if the previously used mix design is suitable for the intended use and if the previous use of the mix design was satisfactory to the Department. The Engineer will either approve or disapprove the proposed mix design. Should the Engineer disapprove the use of the previously used mix design, the contractor shall prepare and submit a new mix design proposal in accordance with the requirements of these specifications. A previously used mix design older than two years from the date it was formulated, sealed, signed, and dated shall not be allowed for use. Once approved for use on a project, a mix design may be used for the duration of that project. The mix design shall contain as a minimum:

aggregate ;

modifiers including polymers. The source and type of mineral admixture. The percentage of asphalt cement and mineral admixture to be used;

stockpile;

gradations. The mix design shall contain the mineral aggregate gradation, and also the gradation with mineral admixture;

specif ic gravity of each component, water absorption, sand equivalent, loss on abrasion, fractured coarse aggregate particles, flat and elongated particles, uncompacted void TABLE OF CONTENTS INDEX 492 content, percent carbonates (if required), immersion compression results (Index of Retai ned Strength, wet and dry strengths), asphalt absorption, percent air voids, voids in mineral aggregate, and bulk density; and

and compaction temperature ranges, as well as the actual laboratory mixing and compaction temperatures used. When RAP is used in the mixture, the following additional information shall be included in the mix design:

and RAP binder content in each stockpile;

the results of all tests on the recovered RAP binder, as well as all tests on the blend of virgin binder and recovered RAP binder ;

the virgin aggregate and RAP, with and without mineral admixture;

virgin aggregate, RAP aggregate, and composite of virgin and RAP aggregates as required, such as: specific gravity, water absorption, sand equivalent, loss on abrasion, fractured coarse aggregate particles, fl at and elongated particles, uncompacted void content, and percent carbonates; and

mixing and compaction temperature ranges for the blended binder, if greater than 15 percent RAP binder is used in the mixture, as well as the actual laboratory mixing and compaction temperatures used. When Warm Mix Asphalt (WMA) technologies are used in the mixture, the additional mix design requirements specified in Materials Practice and Procedure Directive No. 23, “R equirements for the Use of Warm Mix Asphalt (WMA) Technologies in Asphaltic Concrete”, shall also be included in the mix design. TABLE OF CONTENTS INDEX 493 Test results used in the formulation of the mix design shall be from testing performed no earlier than 45 days prior to the dat e the mix design is signed by the mix design engineer. Historical abrasion values may be supplied on sources provided the testing was conducted within the past two years. The mix design shall be submitted to the Engineer under a cover letter signed by an authorized representative of the contractor. A copy of the mix design and representative samples of the materials used in the mix design shall be submitted to the Engineer for calibration of the ignition furnace, and for the determination of the sand equivalent, fractured coarse aggregate particles, and uncompacted void content. Approximately 300 pounds of virgin mineral aggregate (proportional to the mix design gradation), 3 gallons of asphalt cement, and 1 gallon of mineral admixture shall be submitted. When RAP is used, a minimum of 40 pounds of representative RAP material and a minimum of 10 pounds of solvent -extracted RAP aggregate, per AASHTO T 164, Method A, shall be submitted. If RAP is fractionated, the RAP and RAP aggregate from each stockpiles hall be kept separate. The Engineer shall witness the sampling of the virgin mineral aggregate and RAP. The mix design and samples shall be submitted to the Engineer at least five working days prior to the start of asphaltic concrete production. The sand equivalent, fractured coarse aggregate particles, and uncompacted void content shall meet the requirements specified in Subsection 417- 3.01 of the specifications. Additional testing of the uncrushed and crushed fine aggregate for uncompacted void content will be required if the method of producing either fine aggregate is modified. If the mineral aggregate fails to meet the requirements specified herein, asphaltic concrete production shall not commence, and the contractor shall either submit a revised mix design which is representative of the materials produced or correct the deficiencies in the aggregate stockpiles. The Engineer will review the mix design to assure that it contains all required information. If it does not, it will be returned within two working days of receipt of all samples and mix design information for further action and resubmission by the contractor. If the contractor elects to change its source(s) of mineral aggregate or RAP, or adds or deletes the use of a stockpile(s) regardless of source, the contractor shall furnish the Engineer with a new mix design which meets the requirements specified hereinbefore. If changes are made in the source or type of bituminous material, or the type of mineral admixture, the contractor shall provide verification testing results. Verification testing shall be performed at the original mix design asphalt content using the original mineral aggregate and RAP (if used), the proposed bituminous material, and/or the proposed mineral admixture. Three specim ens shall be fabricated and tested for bulk TABLE OF CONTENTS INDEX 494 density, maximum theoretical density, and effective voids. The percent effective voids must be within ± 0.2 of the percent effective voids in the original design and also be within the current effective voids mi x design specification limits. Verification testing results shall not replace target values shown in the original mix design. All target values from the original design shall be used in future production with the exception of any self -directed target value changes that are requested. The verification process does not ensure that the contractor can meet the target values during production. In addition to the verification testing specified above, verification testing for immersion compression may also be required. If there is a change in the type of mineral admixture, immersion compression testing is required. If there is a change in the source or type of bituminous material, immersion compression testing is required if the Index of Retained Str ength of the original mix design is less than 10 percentage points greater than the specified minimum, or if the wet s trength is less than 100 pounds per square inch greater than the specified minimum. The contractor may make self -directed target changes t o the approved mix design within the limits shown below. Requests for self -directed target changes shall be made in writing and acknowledged by the Engineer prior to start of production for a lot. Self -directed target changes shall meet contract requirem ents for mix design criteria and grading limits. MEASURED CHARACTERISTICS ALLOWABLE SELF -DIRECTED TARGET CHANGES Gradation (sieve size): 3/8 Inch No. 8 No. 40 No. 200 ±4% from the mix design target value ±4% from the mix design target value ±2% from the mix design target value None Asphalt Cement Content ±0.2% from the mix design target value Effective Voids None

The contractor may propose target changes to the approved mix design for the Engineer’s approval. The Engineer will determine if the proposed target change will result in mix production that meets the contract requirements for mix design criteria and grading limits. For acceptance purposes, target changes will not be retroactive. In no case shall the approval of mix design changes relieve the contractor of the responsibility for the results obtained by the use of such approved changes. Should a mix design prove unsatisfactory to the contractor during production, the contractor shall furnish the Engineer with a revised mix design. For acceptance purposes, the revised mix design will not be retroactive. TABLE OF CONTENTS INDEX 495 The contractor shall not change its methods of crushing, screening, washing, or stockpiling from those used during production of material used for mix design purposes without approval of the Engineer or without preparing a new mix design. 417- 5 Contractor Quality Control: The contractor shall perform the quality control measures described in Subsection 106.04(C) of the specifications. At the weekly meeting, the contractor shall be prepared to explain and discuss how the following processes will be employed:

extraction, and washing ;

handling methods;

separation technique, plant feed technique, stockpile pad thickness, and segregation prevention;

addition of admixture;

temperature control, segregation and non -uniform placement control, and joint placement and technique; and

establishing and monitoring of roller patterns, and temperature controls. The contractor shall obtain samples and perform the tests specified in the following table: CONTRACTOR QUALITY CONTROL TESTING REQUIREMENTS TYPE OF TEST SAMPLING MINIMUM TEST METHOD POINT TESTING FREQUENCY Virgin Mineral Aggregate Gradation Arizona Test Method 201 Crusher Belt or Stockpile 1 per stockpile per day Sand Equivalent AASHTO T 176 1 per 2, 000 tons of total aggregate (1) Fractured Coarse Aggregate Particles Arizona Test Method 212 Uncompacted Void Content Arizona Test Method 247 TABLE OF CONTENTS INDEX 496 CONTRACTOR QUALITY CONTROL TESTING REQUIREMENTS TYPE OF TEST SAMPLING MINIMUM TEST METHOD POINT TESTING FREQUENCY Reclaimed Asphalt Pavement Gradation, Moisture Content, and Binder Content Arizona Test Method 428 (Appendix A) Crusher Belt or Stockpile 1 per stockpile per day RAP Aggregate Gradation Arizona Test Method 201 Crusher Belt or Stockpile 1 per stockpile per day Fractured Coarse Aggregate Particles Arizona Test Method 212 1 per stockpile per every other day Asphaltic Concrete Gradation Arizona Test Method 201 or 427 (428 for RAP mixes) Cold Feed, Hot Bins, Roadway, or Plant 1 per 1, 000 tons Asphalt Content Arizona Test Method 421, 427 (428 for RAP mixes), or other approved methods Roadway or Plant 1 per 1, 000 tons Voids AASHTO T 312 (2), Arizona Test Method 415, 417, 424 Roadway or Plant 1 per 1, 000 tons each day. Maximum of 4 per day. Compaction Arizona Test Method 412 Roadway 1 per 300 tons Notes:

mineral aggregate shall be performed based on the anticipated percent use of each stockpile. Samples taken from individual stockpiles may be composited prior to performing the required tests, or testing may be performed on material from each stockpile and the composite test result for each required test determined mathematically.

specified for N -max in Note 4 of Table 417- 1 and the density of the compacted specimens shall be calculated for N -design gyrations.

TABLE OF CONTENTS INDEX 497 417- 6 Construction Requirements: The contractor shall be responsible for the proportioning of all materials, for the hauling, placing, loading, spreading, and finishing of asphaltic concrete, and for the applying of bituminous material, such as tack coats, prime coats, and provisional seals, all in accordance with the appropriate portions of the specifications. The asphaltic concrete hot plant shall conform to the requirements of Section 403 of the specifications. During production, the percent RAP aggregate and percent RAP binder shall not exceed the maximum allowed i n Subsections 417- 3.01(C), 417 - 3.03(C), and 417- 3.04 of the specifications. In addition, the percent RAP material shall be maintained to within plus 2 percent and minus 5 percent of the mix design value(s). When two RAP stockpiles are used, this tolerance shall apply to the total percent RAP material in the mixture, as well as the percent RAP material from each stockpile. The temperature of asphaltic concrete or mineral aggregate upon discharge from the drier shall not exceed 325 degrees F unless a higher temperature is recommended in writing by the asphalt binder supplier and approved by the Engineer. All courses of asphaltic concrete shall be placed and finished by means of self -propelled paving machines except under certain conditions or at certain locations where the Engineer deems the use of self -propelled paving machines impractical. Self -propelled paving machines shall spread the mixture within the specified tolerances, without segregation or tearing, true to the line, grade, and crown indicated on t he project plans. Pavers shall be equipped with hoppers and augers which shall distribute the mixture uniformly in front of adjustable screeds. Pavers shall be equipped with a screed for the full width being paved, heated if necessary, and capable of spreading and finishing all courses of asphaltic concrete. Pavers shall be equipped with automatic screed controls with sensors for either or both sides of the paver, capable of sensing grade from an outside reference line, sensing the transverse slope of the screed, and providing the automatic signals which operate the screed to maintain the desired grade and transverse slope. Failure of the control system to function properly shall be cause for the suspension of the placing of asphaltic concrete. The base or subgrade upon which asphaltic concrete is to be placed shall be prepared and maintained in a firm condition until asphaltic concrete is placed. It shall not be frozen or excessively wet. TABLE OF CONTENTS INDEX 498 At any time, the Engineer may require that the work cease or that the work day be reduced in the event that weather conditions, either existing or expected, are anticipated to have an adverse effect upon the asphaltic concrete. All wheels and tires of compactors shall be wetted with water, or if necessary soapy water, or a release agent in order to prevent the sticking of asphaltic concrete. All other equipment surfaces shall be treated when necessary with a release agent. Only release agents evaluated through NTPEP are acceptable for use. The results from NTPEP testing, when tested in accordance with AASHTO TP 102, shall meet the following criteria: RELEASE AGENT TEST REQUIREMENT Asphalt Stripping Test Diluted Non -Diluted (Full Strength) No Stripping No Stripping Mixture Slide Test 10 g Retained, Max. Asphalt Performance Test Less than or equal to 10 .0% after the third cycle

Release agents which degrade, dissolve, or in any way damage the bituminous material shall not be used. Diesel fuel shall not be used as a release agent. Longitudinal joints of each course shall be staggered a minimum of 1 foot with relation to the longitudinal joint of any immediate underlying course. When surfacing courses are placed on 10 foot or wider shoulders which are to receive rumble strips, the contractor shall place any longitudinal joints approximately 1 foot away from the travel lane side of the rumble strip. Longitudinal joints shall be located within 1 foot of the center of a lane or within 1 foot of the centerline between two adjacent lanes. Joints shall be formed by a slope shoe or hot -lapped, and shall result in an even, uniform surface. Before a surface course is placed in contact with a cold transverse construction joint, the cold existing asphaltic concrete shall be trimmed to a vertical face by cutting the exi sting asphaltic concrete back for its full depth of the lift and exposing a fresh face. After placement and finishing of the new asphaltic concrete, both sides of the joint shall be dense and the joint shall be well sealed. The surface in the area of the joint shall conform to the requirements hereinafter specified for surface tolerances when tested with the straightedge placed across the joint. All locations where plate samples are taken from the roadway shall be immediately repaired by the contractor ut ilizing hot asphaltic concrete. All holes where cores are taken shall be repaired within 48 hours after TABLE OF CONTENTS INDEX 499 coring using a material approved by the Engineer. All holes shall be in a dry condition prior to repair. The patching material shall be thoroughly compacted in the holes by the contractor. The handling of asphaltic concrete shall at all times be such as to minimize segregation. Any asphaltic concrete which displays segregation shall be removed and replaced. Before asphaltic concrete is placed, the surface to be paved shall be cleaned of all objectionable material and tacked in accordance with the requirements of Section 404 of the specifications. The cleaning of the surface, the tacking of the surface, and the type of bituminous material used shall be acceptable to the Engineer. The amount of bituminous material used shall be as directed by the Engineer. A light coat of bituminous material shall be applied to edges or vertical surfaces against which asphaltic concrete is to be placed. The contractor shall schedule its paving operations to minimize exposed longitudinal edges. Unless otherwise approved by the Engineer, the contractor shall limit the placement of asphaltic concrete courses, in advance of adjacent courses, to one shift of asphaltic concrete production. The contractor shall schedule its paving operations in such a manner to eliminate exposed longitudinal edges over weekends or holidays. The moisture content of the asphaltic concrete immediately behind the paver shall not exceed 0.5 percent. The moisture content will be determined in accordance with Arizona Test Method 406. When Warm Mix Asphalt (WMA) technologies are used, the contractor shall comply with the manufacturer’s recommendations for incorporating additives and WMA technologies into the mixture. The contractor shall comply with the manufacturer’s recommendations regarding transporting, storage, and delivery of additives and water foaming processes. The contractor shall maintain a copy of the manufacturer’s recommendations on file at the asphalt mixing plant and make those recommendations available for reference while using WMA technologies. 417- 7 Acceptance: 417- 7.01 General: In addition to the random acceptance samples taken from each lot, the Engineer may sample and reject material which appears to be defective. Such rejected material shall not be used in the work. The results of tests run on rejected material will not be included with the lot acceptance tests. Acceptance will be on the basis of the following: TABLE OF CONTENTS INDEX 500

417- 7.02 Sand Equivalent, Fractured Coarse Aggregate Particles, and Uncompacted Void Content of Mineral Aggregate: During asphaltic concrete produ ction, the Engineer shall obtain and test samples of material for the determination of the sand equivalent, fractured coarse aggregate particles, and uncompacted void content. When RAP is used in the mixture, the sand equivalent and uncompacted void content shall be determined on the composite of virgin aggregates only. Samples shall be obtained from the cold feed belt prior to the addition of mineral admixture, or from the stockpiles when sampling from the cold feed belt is not possible. When RAP is used in the mixture, the material for determining the fractured coarse aggregate particles shall come from an asphaltic concrete sample taken and tested in accordance with Arizona Test Method 428, as specified in Subsection 417- 7.04(A) of the specifications. However, if the Engineer determines that excessive breakdown of the aggregate has occurred due to the use of the ignition furnace, the fractured coarse aggregate particles testing shall be performed on the combination of RAP aggregate, as obtained in accor dance with Arizona Test Method 428, and virgin mineral aggregate. Virgin mineral aggregate will be acceptable for sand equivalent if it meets the minimum requirements specified in Subsection 417- 3.01 of the specifications. The fractured coarse aggregate particles shall meet the minimum requirements specified in Subsection 417- 3.01 of the specifications. The uncompacted void content shall meet the minimum requirements specified in Subsection 417- 3.01 of the specifications. Additional testing of the uncrushed and crushed fine aggregate for uncompacted void content will be required if the method of producing either fine aggregate is modified. If the mineral aggregate fails to meet these requirements, operations shall cease and the contractor shall have the option of submitting a revised mix design conforming to the requirements of Subsection 417- 4 of the specifications or correcting deficiencies in the aggregate stockpiles. TABLE OF CONTENTS INDEX 501 417- 7.03 Material Spread: A spread lot shall be considered to be one half shift of production. Lots encompassing more than one project shall be separated in accordance with Subsection 417- 9(D) of the specifications. The contractor shall record information pertaining to each spread lot on forms provided by the Engineer. Information shall include the project number, date and period of time that each spread lot was placed, the spread lot number, beginning and ending station, the plans thickness, and tons placed in each lot. Completed spread lot forms shall be signed by the contractor and given to the Engineer at the end of each shift. The Engineer will calculate the quantity required in each spread lot using the mix design bulk density unless a request is made by the contractor to use a production bulk density. If a request is made to use production bulk density, the first three non- rejected lots following the test lot will be used to determine the average production bulk density. All lots placed prior to establishing the average production bulk density shall be calculated using the mix design bulk density. For each new mix design used on the project, a new production bulk density may be requested by the contractor. In addition, if conditions warrant during asphalt production, the contractor may request establishment of a new average production bulk density. All req uests to use a production bulk density shall be made in writing and approved by the Engineer prior to use. The same procedure will be used for determining average production bulk density in all cases. Changes to the bulk density for calculating spread quantities will not be retroactive. The calculated quantity required in each spread lot will be compared to the actual quantity placed. A lot will be considered to be acceptable, with a zero pay factor, if the actual quantity placed varies by no more than -2.0 to +5.0 percent from the required quantity. If the quantity in a lot is found to vary from the required quantity by - 2.1 to -12.0 percent, the appropriate pay factor will be determined in accordance with Table 417- 3. This pay factor will be utilized i n determining the pay adjustment as outlined in Subsection 417- 9 of the specifications. 417- 7.04 Gradation, Aspha lt Cement Content, and Effective Voids:

A mixture properties lot shall be considered to be one shift's production. In the event a shift’s production is less than 1, 200 tons, multiple shifts may be combined to form a lot. When a lot consists of production from more than one shift, the following conditions apply: at least one sample shall be taken each shift, at least one sample shall be taken every 500 tons, and no m ix design or target value changes shall be made TABLE OF CONTENTS INDEX 502 within the lot. If changes are made in the mix design or target values, new lots will be established. Four samples of the asphaltic concrete shall be taken for each lot by the contractor, under the observati on of the Engineer, at random locations designated by the Engineer. Samples will be taken in accordance with the requirements of Section 2 or 3 of Arizona Test Method 104 and delivered to the Engineer immediately after being taken. The minimum weight of the sample shall be 130 pounds. The Engineer will split the sample and save one- half for 15 days after written notification to the contractor of test results for that lot has been made. The material will be tested by the Engineer for the following proper ties: Test Property Test Method Asphalt Cement Content Arizona Test Method 427 (428 for RAP mixes) (See Notes 1 and 2 below) Gradation Gyratory Density AASHTO T 312 (See Note 3 below) Maximum Theoretical Density Arizona Test Method 417 Effective Voids Arizona Test Method 424 Notes:

for each mix design, and at any other time the Engineer directs.

content in accordance with Subsection 417 -7.04(B) or (C) of the specifications as required.

gyrations specified for N -max in Note 4 of Table 417- 1 and the density of the compacted specimens shall be calculated for N-design gyrations.

Acceptance testing results will be furnished to the contractor within four working days of receipt of samples by the Engineer. The target values for gradation, asphalt cement content, and effective voids are given in the contractor’s mix design. The Upper Limits (UL) and Lower Limits (LL) of acceptable production of each of the measured characteristics are as follows: TABLE OF CONTENTS INDEX 503 Measured Characteristics Coarse Band 3/4” and 1/2” Mixes Fine Band 3/4” and 1/2” Mixes LL UL LL UL Gradation : 3/8” sieve No. 8 sieve No. 40 sieve No. 200 sieve Asphalt Cement Content Effective Voids TV - 8.0 TV - 5.0 TV - 5.0 TV - 2.0 TV - 0.50 TV - 2.0 TV + 8.0 TV + 5.0 TV + 5.0 TV + 2.0 TV + 0.50 TV + 1.5 TV - 6.0 TV - 6.0 TV - 5.0 TV - 2.0 TV - 0.50 TV - 2.0 TV + 6.0 TV + 6.0 TV + 5.0 TV + 2.0 TV + 0.50 TV + 1.5 Note:

Index. Acceptance is controlled by the variability of the produced material and every effort should be made to strive for the center of the applicable Target Valve (TV).

The Engineer will determine the PT for each measured characteristic in accordance with Subsection 417- 9(I), and utilizing Table 417- 3 of the specifications will determine the pay factor for each measured characteristic. In the event the contractor elects to question the mixture property test results, the contractor may request referee testing in accordance with Subsection 417- 9(J) of the specifications.

For plants providing asphaltic concrete exclusively for the project, the difference between the asphalt cement content as measured by ignition furnace testing and the actual asphalt cement content shall be determined by the Engineer for each of the first five lots of asphaltic concrete produced for each mix design. If there are less than five lots for the mix design, the total number of available lots shall be used. If approved by the Engineer, a plant may be considered exclusive to the project if an asphalt cement tank is dedicated for the shift of asphaltic concrete production. The determination of the actual asphalt cement content may include weighing of asphalt cement deliveries, invoice quantities, volumetric tank measurements using a calibrated rod (tank stickings) corrected for temperature, computerized mass- flow meter, and accounting for wasted materials. If a computerized mass- flow meter is used, documentation of its calibration shall be submitted to the Engineer prior to asphaltic concrete production. At any time during asphaltic concrete production, the Engineer may require that a new calibration of the mass- flow meter be performed. If the average difference exceeds ± 0.10 percent asphalt cement content between the asphalt cement content measured by ignition furnace testing and the actual asphalt cement content, the contractor may request that a correction to the asphalt cement content by ignition furnace testing be made. The contractor must make such a request in writing within two working days after receiving the test results for the fifth lot of asphaltic concrete production. If referee testing is performed on a lot of asphaltic concrete TABLE OF CONTENTS INDEX 504 for which a correction, based on the actual asphalt cement content, was made to the asphalt cement content by ignition furnace testing, referee testing shall not apply to the determination of asphalt cement content. The correction, once documented and approved by the Engineer, shall be applied to test results from the beginning of asphaltic concrete production through the remainder of asphaltic concrete production using that mix design; however, a new correction may be determined at any time the Engineer believes it is necessary due to a change in material or other circumstances. If the contractor submits a new mix design, a new correction must be established and applied as specified above. For plants not providing asphaltic concrete exclusively for this project, no correction will be made to asphalt cement content values measured by ignition furnace testing.

RAP: For mixes containing RAP, an asphalt cement tank shall be dedicated to the project for each shift of asphaltic concrete production. The difference between the asphalt cement content as measured by ignition furnace testing and the actual asphalt cement content shall be determined by the Engineer for each of the first five lots of asphaltic concrete produced for each mix design. If there are less than five lots for the mix design, the total number of available lots shall be used. The actual asphalt cement content shall be determined by adding the virgin asphalt cement content to the RAP binder content determined in Subsection 417- 7.04(D) of the speci fications, both expressed as a percent of the total mix. The determination of the virgin asphalt cement content may include weighing of asphalt cement deliveries, invoice quantities, volumetric tank measurements using a calibrated rod (tank stickings) cor rected for temperature, computerized mass- flow meter, and accounting for wasted materials. If a computerized mass- flow meter is used, documentation of its calibration shall be submitted to the Engineer prior to asphaltic concrete production. At any time during asphaltic concrete production, the Engineer may require that a new calibration of the mass- flow meter be performed. If the average difference exceeds ± 0.10 percent asphalt cement content between the asphalt cement content measured by ignition furn ace testing and the actual asphalt cement content, a correction to the asphalt cement content by ignition furnace testing shall be made. The correction shall be applied to test results from the beginning of asphaltic concrete production through the remainder of asphaltic concrete production using that mix design; however, a new correction may be determined at any time the Engineer believes it is necessary due to a change in material or other circumstances. If the contractor submits a new mix design, a new correction must be established and applied as specified above. Referee testing shall not apply to the determination of asphalt cement content for asphaltic concrete containing RAP. TABLE OF CONTENTS INDEX 505

During asphaltic concrete production, the E ngineer shall obtain and test samples of the RAP material to determine the RAP binder content in each stockpile at a minimum frequency of one sample per lot. The RAP will be tested by the Engineer for asphalt binder content in accordance with Arizona Test Method 428. When more than one RAP sample is tested for a given lot and stockpile, the average of the results shall be used.

A RAP binder correction factor shall be determined for each RAP stockpile used in the mixture. At the start of asphaltic concrete production, the first two samples of RAP material from each stockpile will be split and tested for asphalt binder content; one split is tested in accordance with Arizona Test Method 428 (ignition furnace) and the other split is tested in accordance with AASHTO T 164 (solvent extraction). A RAP binder correction factor will be determined by subtracting the average ignition furnace result from the average solvent extraction result. The appropriate correction factor shall be added to each asphalt binder test result determined on the material from each RAP stockpile in accordance with Arizona Test Method 428 to determine the RAP binder content. At the discretion of the Engineer, the correction factor may be determined pr ior to the start of asphaltic concrete production provided representative RAP samples are available. A new correction factor may be determined at any time the Engineer believes it is necessary due to a change in material or other circumstances. 417- 7.05 Compaction:

Asphaltic concrete shall be placed only when the temperature of the surface on which the asphaltic concrete is to be placed is at least 65 degrees F and the ambient temperature at the beginning of placement is at least 65 degrees F and rising. The placement shall be stopped when the ambient temperature is 70 degrees F or less and falling. When Warm Mix Asphalt (WMA) technologies are not used in the mixture, asphaltic concrete immediately behind the laydown machine shall be a minimum of 275 degrees F. TABLE OF CONTENTS INDEX 506 When Warm Mix Asphalt (WMA) technologies are used in the mixture, the recommended temperature range for compaction during production shall be shown on the mix design and shall be approved by the Engineer. All edges shall be rol led with a pneumatic tired compactor, or other methods approved by the Engineer, while the mixture is still hot.

Compacting and smoothing shall be accomplished by the use of self - propelled equipment. Compactors shall be pneumatic tired and/or steel wheel. Compactors shall be operated in accordance with the manufacturer’s recommendations. Compactors shall be desig ned and properly maintained so that they are capable of accomplishing the required compaction. Steel wheel compactors shall weigh not less than 8 tons. Pneumatic tired compactors shall be the oscillating type with at least seven pneumatic tires of equal si ze and diameter. Wobble- wheel compactors will not be permitted. The tires shall be spaced so that the gaps between adjacent tires will be covered by the following tires. The tires shall be capable of being inflated to 90 pounds per square inch and maint ained so that the air pressure will not vary more than 5 pounds per square inch from the designated pressure. Pneumatic tired compactors shall be constructed so that the total weight of the compactor will be varied to produce an operating weight per tire of not less than 5,000 pounds. Pneumatic tired compactors shall be equipped with skirt -type devices mounted around the tires so that the temperature of the tires will be maintained during the compaction process.

Compaction shall consist of an established sequence of coverage using specified types of compactors. A pass shall be defined as one movement of a compactor in either direction. Coverage shall be the number of passes as are necessary to cover the entire width being paved. The rolling sequence, the type of compactor to be used, and the number of coverages required shall be as follows: TABLE OF CONTENTS INDEX 507 Rolling Sequence Type of Compactor No. of Coverages Option No. 1 Option No. 2 Option No. 1 Option No. 2 Initial Static Steel Vibrating Steel 1 1 Intermediate Pneumatic Tired Vibrating Steel 4 2 - 4* Finish Static Steel Static Steel 1 - 3 1 - 3 Note:

* Based on the roller pattern which exhibits the best performance.

The Engineer shall select the option for compaction and, when pneumatic tired compactors are used, will designate the tire pressure. One pneumatic tired roller shall be furnished for each 300 tons of asphaltic concrete per hour. Steel wheel compactors shall not be used in the vibratory mode for courses of 1 inch or less in thickness nor when the temperature of the asphaltic concrete falls below 180 degrees F. Initial and intermediate compaction shall be accomplished before the temperature of the asphaltic concr ete falls below 200 degrees F. Compaction will be deemed to be acceptable on the condition that the asphaltic concrete is compacted using the type of compactors specified, ballasted and operated as specified, and with the number of coverages of the compact ors as specified.

Thickness: Compaction control shall be the responsibility of the contractor. The number and types of rollers shall be the contractor's responsibility and shall be sufficient to meet these requirements. All edges shall be rolled with a pneumatic tired compactor, or other methods approved by the Engineer, while the mixture is still hot. A compaction lot shall be identical to the mixture properties lot described in Subsection 417- 7.04 of the specifications. Lots encompassing more than one project shall be separated in accordance with Subsection 417- 9(D) of the specifications . Each lot shall be tested for acceptance. Twenty cores shall be taken for each lot by the contractor, under the observation of the Engi neer. The Engineer will designate 10 random locations within the lot, and the contractor shall take two cores at each location; however, if more than one shift constitutes a lot, two cores shall be taken from a minimum of two random locations each shift, or as directed by the Engineer. The Engineer will save one core from each location for 15 days after written notification to the contractor of test TABLE OF CONTENTS INDEX 508 results for the lot has been made. Randomly selected locations will be determined to the nearest 0.5 foot i n the transverse direction and to the nearest foot in the longitudinal direction of the pavement course; however, the outside 1 foot of the unconfined pavement course will be excluded from testing as shown in ADOT Materials Practice and Procedure Directive (P.P.D.) No. 18, “Determining Sample Times and Locations for End Product Asphaltic Concrete”. P.P.D. No. 18 also addresses areas to be excluded relative to longitudinal joints. Areas excluded from testing will be compacted in accordance with Subsection 417-7.05(A) of the specifications. Cores shall be taken utilizing mechanical coring equipment in accordance with the requirements of Arizona Test Method 104. Cores shall be a minimum of 4 inches in diameter and shall be taken not later than two working days after placement of the asphaltic concrete. The cores shall be delivered to the Engineer immediately upon being taken. The bulk density of each core will be determined by the Engineer in accordance with the requirements of Arizona Test Method 415. The test results will be furnished to the contractor within four working days of receipt of cores by the Engineer. In areas where more than one lift is placed in the same lot, coring shall be accomplished through the full depth of the lifts after the final lift is placed, and the compaction density shall be based on the full depth of the lifts. The target value for compaction shall be 7.0 percent in- place air voids. In-place air voids shall be determined in accordance with Arizona Test Method 424. The maximum theoretical density used in the determination of air voids will be the average of the four maximum theoretical densities determined for the lot in Subsection 417- 7.04 of the specifications. The Upper Limit (UL) is 9.0 percent in- place air voids and the Lower Limit (LL) is 3.5 percent in- place air voids. The Engineer will determine the PT for compaction in accordance with Subsection 417 -9(I) of the specifications, and utilizing Table 417- 3 will determine the compaction pay factor. In the event the contractor elects to question the core test results, the contractor may request referee testing in accordance with Subsection 417- 9(J) of the specifications. 417- 7.06 Smoothness and Surface Tolerances: Asphaltic concrete shall be compacted as required, smooth and true to the required lines, grades, and dimensions. The Special Provisions may require the smoothness of the final pavement surface to be tested in accordance with Subsection 109.13 of the specifications. Regardless of whether testing in accordance with Subsection 109.13 of the specifications is specified or not, the following requirements shall be met: TABLE OF CONTENTS INDEX 509

under this section of the specifications shall be tested and shall not vary by more than 1/8 inch from the lower edge of a 10- foot straightedge when it is placed in the longitudinal direction (including across transverse joints), and when it is placed in the transverse direction across longitudinal joints;

be tested and shall not vary by more than 1/4 inch from the lower edge of a 10- foot straightedge when it is placed in the longitudinal direction (including across transverse joints), and when it is placed in the transverse direction across longitudinal joints; and

be corrected by the contractor, to the satisfaction of the Engineer. 417- 8 Method of Measurement:

Asphaltic concrete will be measured by the ton for the asphaltic concrete actually used, which will include the weight of mineral aggregate, asphalt cement, and mineral admixture. Measurement will include any quantity used in construction of intersections, turnouts, or other miscellaneous items or surfaces.

Asphalt cement will be measured by the ton on the basis of the asphalt cement content determined in accordance with Subsections 417- 7.04(A) and (B) of the specifications for each lot of asphaltic concrete accepted. The average asphalt cement content will be multiplied by the number of tons of asphaltic concrete in that lot to determine the amount of asphalt cement. If the contr actor has requested referee testing, the average asphalt cement content will come from the independent testing laboratory results, unless a correction, based on the actual asphalt cement content, was made to the ignition furnace test value as allowed in Su bsection 417- 7.04(B) of the specifications. If a correction, based on the actual asphalt cement content, was made to the ignition furnace test value, the average asphalt cement content determined from the Department's acceptance testing will be used. At the discretion of the Engineer, asphalt cement may be measured by invoice quantities, adjusted as necessary for waste. Waste generated from startup of the asphalt plant will be considered to have a binder content of 3.0 percent. In no case shall the meas ured amount of asphalt cement for payment be greater than the total of the invoice quantities, adjusted for waste. TABLE OF CONTENTS INDEX 510

Asphalt cement will be measured by the ton on the basis of the asphalt cement content determined in accordance with Subsections 417- 7.04(A) and (C) of the specifications for each lot of asphaltic concrete accepted. The average asphalt cement content will be multiplied by the number of tons of asphaltic concrete in that lot to determine the amount of asphalt cement. At th e discretion of the Engineer, asphalt cement may be measured by adding invoice quantities to the RAP binder used, adjusted as necessary for waste. RAP binder used shall be determined by multiplying the RAP binder content determined in Subsection 417- 7.04( D) of the specifications by the number of tons of dry RAP material used in that lot. Waste generated from startup of the asphalt plant will be considered to have a binder content of 3.0 percent. In no case shall the measured amount of asphalt cement for payment be greater than the total of the invoice quantities plus the RAP binder as determined above, adjusted for waste.

Mineral admixture will be measured by the ton for the mineral admixture actually used in accordance with Subsection 403- 2 of the specifications. 417- 9 Basis of Payment: The accepted quantities of asphaltic concrete, measured as provided above, will be paid for at the contract unit price adjusted by the appropriate pay factors as hereinafter provided. When Warm Mix Asphalt (WMA) technologies are used in the mixture, no separate payment will be made for WMA additives or technologies, necessary hot plant modifications, or other associated costs. For the purpose of determining acceptability and appropriate pay factors, each unit of asphaltic concrete will be included in three separate lots: a “spread lot” , a “mixture properties lot” , and a “compaction lot” . The total unit price for any unit of accepted asphaltic concrete will be the contract unit price, adjusted by the applicable spread lot pay factor, mixture properties lot pay factor, and compaction lot pay factor. The contractor may request to place the first lot of each mix type as a test strip. Requests to place a test strip shall be made in writing and acknowledged by the Engineer prior to start of production. A test strip shall be limited to 1,000 tons and may only be placed on shoulders, ramps, cross roads, or other areas approved by the Engineer. A test strip shall be excluded from the mixture properties lot pay factor and the compaction lot pay factor; however, all other provisions of Subsection 417- 9 of the specifications shall still appl y to such areas. The Engineer may exclude asphaltic concrete from the spread lot and from the spread lot pay factor calculations if the Engineer determines TABLE OF CONTENTS INDEX 511 that the proposed use of the material or the existing surface conditions are not conducive to the use of spread lots. The Engineer may exclude certain locations from the mixture properties lot and/or the compaction lot and from the random sampling used in determining the mixture properties lot pay factor and/or the compaction lot pay factor should the Engineer determine that the location of the work precludes normal construction operations.

The spread lot pay factor will be determined in accordance with Subsection 417-7.03 of the specifications. If the quantity in a spread lot is found to vary by more than +5.0 percent from the required quantity, no payment will be made for the material which exceeds +5.0 percent, including asphalt cement and mineral admixture. If the quantity is found to vary by more than - 12.0 percent from the required quantity, the spread lot will be rejected.

The mixture properties lot pay factor shall be determined in accordance with the following procedure:

determined as set forth in Subsection 417-7.04 of the specifications;

Asphalt Cement Content. That pay factor shall be the lowest pay factor for the indi vidual measured characteristics for Gradation and Asphalt Cement Content ; and

mixture properties lot pay factor shall be the sum of the pay factor determined in (2) above and the Effective Voids pay factor. The negative pay factor for mixture properties shall not exceed $3.00 per ton. If any individual PT value is less than 50, the lot is in reject and the provisions in Subsection 417-9(E) of the specifications shall apply.

The compaction lot pay factor shall be determined as set forth in Subsection 417- 7.05(B) of the specifications. TABLE OF CONTENTS INDEX 512

Involving Multiple Projects: When more than one project is included in a single contract , placement during a shift or half shift of production may encompass more than one project. In such case, the applicable spread lot pay factor, mixture properties lot pay factor, and compaction lot pay factor for each project shall be determined as follows:

Subsection 417- 7.03 of the specifications;

Asphalt Cement Content, and Effective Voids wil l be determined from the results of the random samples taken and tested in accordance with Subsection 417- 7.04 of the specifications, regardless of which project(s) the samples fall within;

specifications, shall be determined from separate sets of core samples for each project utilizing the procedure set forth in that Subsection;

separately for each project in accordance with Subsection 417- 9(B) of the specifications, utilizing the individual pay factors determined in (2) above; and

separately for each project in accordance with Subsection 417- 9(C) of the specifications, utilizing the pay factor determined in (3) above.

Asphaltic concrete included in any mixture properties lot possessing an individual PT value lower than 50 for Gradation, Asphalt Cement Content, or Effective Voids will be rejected. Asphaltic concrete included in any compaction lot possessing a PT value lower than 50 will be rejected. Within 15 days after receiving notice that a spread lot, mixture properties lot, or compaction lot of asphaltic concrete has been rejected by the Engineer, the contractor may submit a written proposal to accept the material in place at the applicable maximum negative pay factor(s). Maximum negative pay factors are defined as a minus $1.00 per ton for spread lots, minus $5.00 per ton for compaction lots, minus $3.00 per ton for mixture properties lots in reject for gradation only, minus $5.00 TABLE OF CONTENTS INDEX 513 per ton for mixture properties lots in reject for asphalt cement content and/or effective voids only, and minus $5.00 per ton for mixture properties lots i n reject for asphalt cement content and/or effective voids and also gradation. Positive mixture properties lot pay factors become zero when the compaction lot is in reject and the material is allowed to be left in place. In addition, for any mixture properties lot that is in reject due to asphalt cement content but allowed to remain in place, payment shall not be made for asphalt cement quantities in excess of the upper limit (UL) as determined in Subsection 417- 7.04(A) of the specifications. The proposal shall contain an engineering analysis of the anticipated performance of the asphaltic concrete if left in place. The engineering analysis shall also detail any proposed corrective action, and the anticipated effect of such corrective action on the perfor mance. The engineering analysis shall be performed by an independent professional engineer experienced in asphaltic concrete testing and the development of asphaltic concrete mix designs. If a rejected mixture properties lot or a rejected compaction lot is submitted for referee testing by the contractor, the 15 days allowed to prepare an engineering analysis will begin upon notification of referee test results. Within three working days, the Engineer will determine whether or not to accept the contractor’ s proposal. If the proposal is not accepted, the asphaltic concrete shall be removed at no additional cost to the Department and replaced with asphaltic concrete meeting the requirements of these specifications. If the proposal is accepted, the asphaltic concrete shall remain in place at the applicable maximum negative pay factor(s), and any necessary corrective action shall be performed at no additional cost to the Department. The Department reserves the right to suspend the work should any of the following conditions occur:

10 consecutive production lots;

properties lot pay factors or three consecutive negative compaction lot pay factors; and/or

negative either for a mixture properties lot or for a compaction lot within any 10 consecutive production lots. If the Department elects to suspend the work for any of these conditions, the contractor shall either submit a revised mix design in accordance with Subsection 417- 4 of the specifications, or submit for the Engineer’s approval a written engineering analysis. The engineering analysis shall detail the course of action necessary to correct deficiencies in the contractor’s present production methods such that further production can be accomplished without excessive amounts of asphaltic concrete TABLE OF CONTENTS INDEX 514 in penalty or rejection. If approved by the Engineer, the revised mix design or the course of action proposed in the engineering analysis, shall be implemented and the work may continue. Costs or delays due to the provisions of this subsection are not compensable.

Payment for asphalt cement will be made by the ton. Adjustments in payment shall be made in accordance with the requirements of Subsection 1005- 3.01 of the specifications.

When RAP is used in the mixture, payment for asphalt cement will be made by the ton for the total asphalt cement as determined in Subsection 417- 8(B)(2) of the specifications. Adjustments in payment shall be made in accordance with the requirements of Subsection 1005- 3.01 of the specifications for the virgin binder only.

Mineral admixture will be paid for at the predetermined price established in the Bidding Schedule.

When required in the Special Provisions, payment for smoothness shall be made in accordance with the requirements of Subsection 109.13 of the specifications .

The “Total Percentage of Lot within UL and LL (PT)” shall be determined in accordance with Subsection 109.11 of the specifications. Pay Factors (PF) shall be determined by entering Table 417- 3 with PT. TABLE OF CONTENTS INDEX 515 TABLE 417 -3 PAY FACTORS Material Spread Mixture Properties and Compaction Negative Variance % Pay Factor (Dollars per Ton) PT Pay Factors (Dollars per Ton) Gradation and Asphalt Cement Content Effective Voids Compaction 2.1 - 3.0 - 0.10 100 0.00 + 2.00 + 2.00 3.1 - 4.0 - 0.20 95 - 99 0.00 + 0.50 + 0.50 4.1 - 5.0 - 0.30 90 - 94 0.00 0.00 0.00 5.1 - 6.0 - 0.40 85 - 89 0.00 - 0.25 - 0.25 6.1 - 7.0 - 0.50 80 - 84 - 0.25 - 0.50 - 0.50 7.1 - 8.0 - 0.60 75 - 79 - 0.50 - 0.75 - 0.75 8.1 - 9.0 - 0.70 70 - 74 - 0.75 - 1.00 - 1.00 9.1 - 10.0 - 0.80 65 - 69 - 1.00 - 1.25 - 1.25 10.1 - 11.0 - 0.90 60 - 64 - 1.50 - 1.50 - 1.75 11.1 - 12.0 - 1.00 55 - 59 - 2.00 - 2.00 - 2.25 More than

12.0Reject 50 - 54 - 2.50 - 2.50 - 3.00

Less than 50 Reject -See Subsection 417- 9(E) See Subsections 417-9(A) and (E)

Only: Within 15 days after written notification to the contractor of test results for a particular mixture properties lot, the contractor may make a written request for referee testing. The referee testing shall be performed by an independent approved laboratory designated by the Department. The testing of the samples will be performed by the independent testing laboratory without knowledge of the specific project conditions such as the identity of the contractor or mix design laboratory, the test results by the Department, or the mix design targets for gradation and effective voids. The asphaltic concrete samples previously saved will be tested for the following properties: TABLE OF CONTENTS INDEX 516 Test Property Test Method Asphalt Cement Content (See Note 1) Arizona Test Method 427 (428 for RAP mixes) Gradation Gyratory Density AASHTO T 312 (See Note 2) Maximum Theoretical Density Arizona Test Method 417 Effective Voids Arizona Test Method 424 Notes:

furnace testing is made in accordance with Subsection 417- 7.04(B) of the specifications, or if RAP is used in the mixture, the asphalt cem ent content shall not be subject to referee testing.

gyrations specified for N -max in Note 4 of Table 417- 1 and the density of the compacted specimens shall be calculated for N -design gyrations.

The results of the referee testing will be binding on both the contractor and the Department. Using the referee testing results, the Engineer will determine new PT’s for all characteristics, with the exception of asphalt cement content if a correction to the ignition furnace value was made as specified in Subsection 417- 7.04(B) of the specifications, or if RAP is used in the mixture. When referee testing is performed on a mixture properties lot, the referee test result for the average maximum theoretical density will be used to determine a new PT for compaction. The Department will pay for the referee testing; however, if the combined pay factor of the lot (Mixture Properties plus Compaction) does not improve or is reduced, or if either the mixture properties lot or compaction lot remains in reject or is placed in reject, payment to the contractor for asphaltic concrete shall be reduced by the amount of the cost of the referee testing for the mixture properties of that particular lot.

Within 15 days after written notification to the contractor of test results for a particular compaction lot, the contractor may make a written request for referee testing. The bulk density of each of the cores previously saved will be determined in accordance with the requirements of Arizona Test Method 415 by an independent testing laboratory designated by the Department. The testing of the cores will be performed by the independent testing laboratory without knowledge of TABLE OF CONTENTS INDEX 517 the specific project conditions, such as the identity of the contractor or mix design laboratory, or the test results by the Department. The percent air voids will be determined in accordance with Arizona Test Method 424. The maximum theoret ical density used in the determination of air voids will be the average of the four maximum theoretical densities determined for the lot in Subsection 417- 7.04 of the specifications. The results of the referee testing will be binding on both the contractor and the Department. When referee testing is performed on a compaction lot, the Engineer will determine a new PT for compaction using the referee testing results. The Department will pay for the referee testing; however, if the pay factor of the compaction lot does not improve or is reduced, or the compaction lot remains in reject or is placed in reject, payment to the contractor for asphaltic concrete will be reduced by the amount of the cost of referee testing for the compaction of that particular lot.

Properties and Compaction: When referee testing is performed, as described above, for both the mixture properties lot and the compaction lot, the Engineer will use the referee test results to determine new PT’s as specified in Subsections 417- 9(J)(1) and 417- 9(J)(2) of the specifications. The Department will pay for the referee testing; however, if the combined pay factor of the lot (Mixture Properties plus Compaction) does not improve or is reduced, or if either the mixture properties lot or compaction lot remains in reject or is placed in reject, payment to the contractor for asphaltic concrete shall be reduced by the amount of the cost of the referee testing for the mixture properties and compaction of that particular lot. TABLE OF CONTENTS INDEX 518 SECTION 501 PIPE CULVERT AND STORM DRAINS : 501- 1 Description: The work under this section shall consist of furnishing pipe and all other materials required and the installing of pipe, including excavating, and furnishing, placing , and compacting backfill material, all in accordance with the details shown on the plans and the requirements of the specifications. At each location where a pipe is to be installed, the project plans will specify the size and approximate length along with the requirements for each approved option at that location, such as the wall thickness, corrugation configuration, coatings, linings, class, and strength. At each such specified location, pipe of one kind and material shall be selected by the contractor from the options shown. All contiguous pipe and all metal pipe in close proximity shall be of the same kind and material. Special sections, fittings, elbows, branch connections, tapered inlets, end sections, connectors, coupling, and other such items shall be of the same material and coating as the pipe to which they are attached unless otherwise stated in the specifications. When trenching to depths in excess of 5 feet is required, prior to construction the contractor shall submit in writing to the Engineer a detailed description of its proposed trenching operations, including shoring methods. 501- 2 Materials: 501- 2.01 All Pipe Except Nonreinforced, Cast -In-Place: Except for nonreinforced, cast -in-place concrete pipe, materials shall conform to the requirements of Section 1010 of the specifications. 501- 2.02 Nonreinforced, Cast -In-Place: Concrete for constructing the cast -in-place concrete pipe shall conform to the requirements of Section 1006 of the specifications for ClassS concrete, except as specified herein. ClassS concrete shall have a minimum compressive strength of 3,000 pounds per square inch at 28 days. The proposed slump in the mix design furnished by the contractor shall be the minimum required to permit proper placement of the concrete without harmful segregation, bleeding or incomplete consolidation.

TABLE OF CONTENTS INDEX 519 The maximum size of the coarse aggregate for pipes 48 inches or less in diameter shall be 1 inch and for pipes larger than 48 inches in diameter shall be 1- 1/2 inches. 501- 3 Construction Requirements: 501- 3.01 Preparation of Foundations, Trenches, and Embankments: A trench condition is defined as a trench which has vertical slopes to a point at least 1 foot above the top of the pipe and its maximum width is as detailed on the plans. Unless specified otherwise, the contractor may install pipe in either a non-trench condition or a trench condition in natural ground or in embankment. Where rock, hardpan, or other unyielding material is encountered, such material shall be removed below the vertical limits as shown on the plans. The depth to be removed shall be at least 12 inches or as designated by the Engineer. The width to be removed shall depend on whether a trench or non- trench condition exists. If a trench condition exists, the width of the trench as shown on the plans shall be maintained throughout the additional depth. If a non- trench condition exists, the width of the removal shall be a minimum of the outside diameter of the pipe plus 2 feet for pipe under 4 feet in diameter, or a minimum of the outside diameter of the pipe plus 3 feet for pipe of 4 or more feet in diameter. The overexcavated area shall be backfilled with structure backfill material as designated in Subsection 203- 5.03(B)(1) of the specifications and compacted in layers not exceeding 6 inches in depth. When a firm foundation is not encountered at the bottom of the vertical limits as shown on the plans due to soft, spongy, or other unstable soil, such unstable soil shall be removed for a width of at least the horizontal outside dimension of the pipe on each side of the pipe and to the depth specified by the Engineer. The unstable soil removed shall be replaced with structure backfill material as designated in Subsection 203- 5.03(B)(1) of the specifications and compacted in 6- inch lifts. The completed foundation shall be firm for its ful l length and width. When specified on the project plans, the foundation shall have a longitudinal camber of the magnitude specified. TABLE OF CONTENTS INDEX 520 501- 3.02 Bedding:

Bedding material for all pipe may be selected from excavation or from a source selected by the contractor and shall conform to the following aggregate gradation: Sieve Size Percent Passing 1-1/2 inch 100 1 inch 90 - 100 No. 8 35 - 80 No. 200 0 - 8.0

In addition to the above gradation requirements, thermoplastic pipe bedding material shall include no more than 50 percent passing a No. 100 sieve. The plasticity index of the bedding material for all pipe shall not exceed 8 when tested in accordance with the requirements of AASHTO T 90. Bedding material for all pipe shall have a value of resistivity not less than 2,000 ohm -centimeters unless otherwise specified or approved by the Engineer. Bedding material shall have a pH value between 6.0 and 10.0, inclusive, for all metal pipe installations except aluminum. Bedding material for aluminum pipe installations shall have a pH value between 6.0 and 9.0, inclusive. Bedding material shall have a pH value between 6.0 and 12.0, inclusive, for all concrete or plastic pipe installations. Tests for pH and resistivity shall be in accordance with the requirements of Arizona Test Method 236.

Standard aggregate bedding material shall conform to the requirements specified in Subsection 501- 3.02(A)(1) of the specifications, and shall be placed and mechanically compacted in 8 inch lifts as herein specified. Other methods of placement and com paction, including aggregate slurry and jetting shall require prior approval from the Engineer. When an aggregate slurry mixture is allowed, the maximum water content shall be 35 gallons of water per ton of bedding material. Unless otherwise approved by the Engineer, the slurry shall be compacted with internal vibrators in accordance with the requirements of Subsection 601- 3.03(D) of the specifications. Aggregate slurry shall be thoroughly mixed in a mixer approved by the Engineer. TABLE OF CONTENTS INDEX 521

Aggregate for cement -treated slurry bedding material, prior to the addition of cement and water, shall conform to the requirements specified in Subsection 501- 3.02(A)(1) of the specifications. One sack of cement shall be added to each cubic yard of aggregate. Cement - treated slurry shall be thoroughly mixed in a mixer or at a central batch plant as approved by the Engineer and shall have a slump of 8 to 11 inches.

All trash, forms, sheeting, bracing, and loose rock or loose earth shall be removed from the area into which bedding material is to be placed. Bedding material shall be placed under and around the pipe from the bottom of the tren ch or bedding limits to the elevation at the point of maximum width of the pipe (springline), as shown on the plans. At the contractor's option, bedding material may be placed above the springline of the pipe, at no additional cost to the Department. For pipes placed in a non- trench condition, as shown on the plans, standard aggregate bedding material shall be used from 6 inches below the pipe to the springline. For pipes placed in trench condition, a 6 -inch layer of standard aggregate bedding material shall be placed, in accordance with the plans, between the bottom of the trench and the bottom of the pipe. The remainder of the bedding, from the bottom of the pipe to the springline, shall be either standard aggregate bedding material or cement -treated slurry as tabulated below:

cement -treated slurry shall be used as bedding material from the bottom of the pipe to springline; or

in diameter, cement -treated slurry may be substituted for standard aggregate bedding material from the bottom of the pipe to springline. Bedding material shall be placed in a manner which will prevent distortion, damage to, or displacement of the pipe from its intended location. Bedding material shall also be placed so that adequate support will be provided in the haunch support areas for the pipe. Voids or loose soils which are found to occur due to improper placement or compaction of bedding materials will result in rejection of that portion of the pipe installation. Replacement of the pipe will be at no additional cost to the Department. TABLE OF CONTENTS INDEX 522

Standard aggregate bedding material shall be placed in uniform horizontal layers not exceeding 8 inches in depth before compaction. When aggregate slurry or jetting is allowed, bedding material shall be placed in uniform horizontal layers not exceeding 4 feet in depth.

Cement -treated slurry bedding material shall be placed in a uniform manner that will prevent voids in, or segregation of, the bedding material, and will not float or shift the culvert or pipe. Cement -treated slurry bedding material shall be placed from bottom of pipe to pipe springline. No backfilling above the cement -treated slurry shall be commenced until 24 hours after the cement -treated slurry has been placed.

Compaction of bedding material shall be performed without damage to the pipe and surrounding in- place material. Special care shall be taken in placing, shaping and compacting all bedding material under haunches of pipe to prevent moving the pipe or raising it from its bedding.

Standard aggregate bedding material shall be compacted to at least 95 percent of the maximum density determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. When standard aggregate bedding material is allowed to be placed as an aggregate slurry or compacted by jetting, the material placed below the springline of the pipe shall be compacted prior to placement of material above the springline of the pipe. Jetting shall not be used for any material placed more than 1 foot above the top of the pipe. Ponding will not be permitted in any case. When allowed, j etting shall be done in such a manner that water will not be impounded. Jetting methods shall be supplemented by the use of vibratory or other compaction equipment when necessary to obtain the required compaction. Bedding material compacted by jetting shall use the least amount of water that will properly consolidate the material and move the material under the pipe to eliminate voids. A jet ting probe shall be inserted into the material. It shall be of such length as to reach TABLE OF CONTENTS INDEX 523 the material under the pipe. Water shall be provided to the jetting probe at a minimum pressure of 30 pounds per square inch. The jetting probe shall be inserted at uniformly spaced intervals on both sides of the pipe, a maximum spacing of 3 feet. When aggregate slurry or jetting is allowed, t he contractor shall excavate holes in the compacted aggregate slurry or jetted bedding material to the depths and at the locati ons designated by the Engineer. These holes shall be of such size as to allow the required density testing to be performed in a safe manner. Upon completion of the tests, the contractor shall refill the excavated areas and compact the material to the req uired density in a manner satisfactory to the Engineer.

Cement -treated slurry bedding material shall not require additional compaction after placement up to pipe springline if it meets the material requirements of Subsection 501- 3.02(A) of the specifications and is placed as outlined in Subsection 501- 3.02(B) of the specifications. The Engineer may require the use of vibrators with cement -treated slurry bedding if the fluidity of the mixture is not sufficient to fill all voids. No density tests will be required in the cement -treated slurry bedding material as pl aced up to pipe springline. 501- 3.03 Installation:

Pipe shall be handled carefully. Proper facilities shall be provided for handling and lowering the sections of pipe. A ll pipes which show defects due to negligence or rough handling shall be removed and replaced if so ordered by the Engineer. If damaged galvanized steel pipe is not replaced it shall be repaired in accordance with the requirements of AASHTO M 36. Damage to the coating of bituminous coated pipe shall be repaired using material conforming to the requirements of AASHTO M 190. If the Engineer determines that the end of an existing pipe is damaged to the extent that it cannot be repaired sufficiently to be joi ned properly to the new pipe, the damaged portion shall be removed. Pipe shall be installed in reasonably close conformity with the lines, grades and dimensions shown on the project plans or specified by the Engineer. Prior to the staking of pipe culverts a study of the normal flow of the drainage shall be made. As a result of the study, a change in length or location of pipe may be required as approved by the Engineer to attain proper placement of the pipe. Pipe profiles shall be approved by the Engineer prior to constructing or installing each structure. TABLE OF CONTENTS INDEX 524 Unless otherwise permitted by the Engineer, the installing of the pipe shall begin at the downstream end. Bell or groove ends of rigid conduits and outside circumferential laps of flexible conduits shall be placed facing upstream. Helical corrugated pipe shall be installed with the separate sections firmly joined together with the corrugations in alignment. Where there is restricted cover, the bolts of the bands connecting flexible pipe shall be advanced so that the tops of the bolts will be in line with or below the top of the pipe. When aluminum alloys come in contact with concrete, the contacting surfaces shall be coated either with asphalt mastic conforming to the requirements of AASHTO M 243 or with aluminum -impregnated caulking compound. When specified on the project plans, the vertical diameter of round, flexible conduit shall be increased 5 percent by shop elongation. Any pipe which is not in true ali gnment or which shows undue settlement after laying or is damaged shall be removed. The trench shall be prepared as hereinbefore specified and the pipe shall be installed again. Any pipe which, in the opinion of the Engineer, is damaged so that it cannot be used shall be replaced. Paved or partially lined flexible pipe shall be installed so that the longitudinal center line of the paved segment coincides with the flow line. Elliptical and elliptically reinforced rigid pipe shall be installed with the maj or axis within 5 degrees of a vertical plane through the longitudinal axis of the pipe. The interior of all pipes shall be free of dirt and foreign material as the work progresses and all pipes shall be left clean at the time of final acceptance. Connections to new or existing pipes or structures shall be made in accordance with the details shown on the project plans or as may be ordered by the Engineer in order to complete the work specified. When using metal safety end sections, the embankment slope shall be warped to match the end section. For a skewed pipe installation, the toe of the embankment slope shall be warped to match the toe of the skewed metal safety end section in order to provide effective drainage. When metal safety end sections are used, the bolts in the safety bars shall be torqued at 70 foot -pounds. TABLE OF CONTENTS INDEX 525

Field joints for each type of corrugated metal pipe shall provide circumferential and longitudinal strength to maintain the pipe alignment, prevent separation of the pipe, prevent infiltration of side fill material, and prevent leakage of water into the surrounding soil. Coupling bands and gaskets shall conform to the requirements of Subsection 1010- 2.01 of the specifications. Corrugations in the coupling bands shall have the same dimensions as the corrugations in the pipes being connected. Pipe fabricated with helical corrugations shall have the ends re- rolled to circumferential corrugations to facilitate coupling. The re- rolled end shall extend a minimum of two corrugations from the end of the pipe. When a new pipe is to be connected to the end of an existing in- place helical pipe, a coupling band with projections (dimples) may be used to make the connection. Bands for pipe diameters to 72 inches, inclusive, and corrugation sizes of 2 -2/3 by 1/2 inches or 3 by 1 inches shall be at least 10- 1/2 inches wide. Bands for pipes 36 to 72 inches in diameter, inclusive, with corrugations 5 by 1 inches shall be at least 12 inches wide. Bands shall have two circumferential rows of projections. The rows of projections shall be spaced to provide equal contact on each side of the pipes being joined. When bands with projections (dimples) are used to join new pipe to existing pipe, the joints shall be sealed with a continuous sponge rubber strip. The strip shall conform to the minimum requirements of ASTM D1056, Grade 2A1, and shall be at least 7 inches wide and 3/8 i nch thick. Where existing pipes are to be extended, the ends of the existing pipe shall be in such condition that the new pipe can be firmly joined to form an acceptable joint. All existing pipe ends that are damaged or are out of shape such that they cannot be joined in an acceptable manner shall be repaired. Where prefabricated pipe fittings are to be installed in existing pipes, a portion of the existing pipe shall be removed in order to accommodate the fitting.

Watertight joints shall be provided for siphon and irrigation pipe installation and when specified in the Special Provisions, standard drawings, or shown on the project plans. Watertight joints, unless otherwise specified, will not be required for storm drains, culverts, or TABLE OF CONTENTS INDEX 526 other drainage pipe, however, joints for these pipes shall be water resistant. Watertight and water -resistant joints shall conform to the requirements of Subsection 1010- 2.01 of the specifications. When watertight joints are shown on the project plans or specified in the Special Provisions, the assembled joint shall pass a performance test, as specified herein or as approved by the Engineer, without significant leakage at the joint:

connected in accordance with the joint design. At the option of the contractor, suitable bulkheads shall be provided within the pipe adjacent to and on either side of the joint, or the outer ends of the two joined pipe sections shall be bulkheaded. No mortar or concrete coatings, fillings, or packings in addition to that normally required for the joint shall be placed prior to watertightness tests. After the pipe sections are fitted together with the gasket or gaskets in place, the assembly shall be subjected to a pressure resulting from a head of 10 feet of water above the crown of t he pipe for 10 minutes. Moisture of beads of water appearing on the surface of the joint will not be considered as leakage. The tests on individual joints may be performed at the fabricator's facility or at the job site. The joint watertightness test shall be performed on pipe sections in straight alignment and on pipe sections deflected from straight alignment. When testing pipe sections not on straight alignment, the pipe sections shall be positioned to create a gap on one side of the outside perimeter of the pipe that is 1/2 inch wider than the gap for pipe sections in straight alignment. When coupling bands are used to test pipe sections not on straight alignment and the maximum gap on one side of the outside perimeter of the pipe is less than 1/2 inch wider than that for pipe sections in straight alignment, said coupling band pipe sections shall be positioned to provide maximum gap.

rubber gaskets, whether flat or "O" rings, will be considered water resistant. No testing will be required to establish that condition. The contractor shall furnish to the Engineer a Certificate of Compliance, in accordance with the provisions in Subsection 106.05 of the specifications, that the material being furnished conforms to the TABLE OF CONTENTS INDEX 527 joint property requirements as described herein. Field tests may be required by the Engineer whenever there is a question regarding compliance with these requirements.

Slotted pipe sh all be joined with coupling bands as shown on the project plans and the joint shall be made water resistant. Prior to attaching the coupling band, sealant material shall be placed between the coupling band and the periphery of the pipe section ends. Prior to backfilling and paving operations, the slot shall be covered to prevent infiltration of material into the pipe. Heavy tape, roofing paper, timber or other material may be used. Coverings shall be removed when the paving operations have been completed. Slotted pipe shall be backfilled with grout in accordance with the details shown on the project plans. The grout shall conform to the requirements of Subsection 1010- 3 of the specifications. Grout shall not be placed when a descending air temperature falls below 40 degrees F or until an ascending air temperature exceeds 35 degrees F. Temperatures shall be taken in the shade and away from artificial heat. The grout shall be cured in accordance with the requirements of Subsection 912- 3.09 of the specifications.

Pipe sections shall be jointed such that the inner surfaces are reasonably flush and even, and the ends are centered as required. Unless a particular type of joint is specified on the project plans, joints shall be made with Portland cement mortar, Portland cement grout, rubber gaskets, plastic sealing compound, or any other type approved by the Engineer. Self -centering tongue and groove mortar joints shall be finished smooth on the inside. For diapered joints, diapers shall be used to retain the poured grout. Joints shall be thoroughly wetted before mortar or grout is applied. When Portland cement mixtures are used, the completed joints shall be protected against rapid drying by means of an approved curing method. No joint shall be grouted until the following two sections of pipe are laid. When required, watertight gasketed joints shall be installed on the pipe in accordance with the requirements of AASHTO M 198, Paragraph 5.1, or AASHTO M 315. TABLE OF CONTENTS INDEX 528

Spiral rib corrugated metal pipe shall be installed in accordance with the requirements specified in Subsection 501 -3.03(B) of the specifications for full circle corrugated metal pipe, except as otherwise specified herein. Special care shall be taken during placement of the pipe and backfilling to avoid damag e to the pipe. Lateral field connections between metal pipes shall be welded and any galvanizing damaged by welding shall be coated with asphalt mastic conforming to the requirements of AASHTO M 243. Coupling bands shall be supplied in accordance with Subsection 1010- 2.02(C) of the specifications. The coupling bands used to connect spiral rib pipe sections shall be hugger -type bands, made from the same material as the pipe, or other approved design, and shall be fitted with gaskets or "O" rings fabricated from neoprene or butyl rubber or other durable, resilient material approved by the Engineer, and assembled in such a manner as to form a sealed joint. "O" ring gaskets required for watertight joints shall be composed of rubber as specified in ASTM C361, Section 6.9, and shall be placed in the first corrugation of each pipe end and shall be compressed by tightening the coupling band, in accordance with t he manufacturer's installation instructions.

Concrete- lined corrugated metal pipe shall be installed in accordance with the requirements specified in Subsection 501- 3.03(B) of the specifications for full circle corrugated metal pipe, except as otherwise specified herein. Pipe shall be joined with hugger -type bands which are 0.064 inches in thickness, of the same material as the pipe, and shall be two- piece for pipe greater t han 48 inches in diameter. Coupling bands, in addition to the requirements specified in Subsection 1010- 2.03(A) of the specifications, shall be a minimum of 10- 1/2 inches wide, formed with two corrugations that are spaced to provide nesting in the second corrugation of each pipe end and shall be drawn together by a minimum of two galvanized bolts, 1/2 inch in diameter, inserted in a bar held in place by a strap welded to the pipe. Bands drawn together by other connection arrangements, such as angles, shall not be allowed. "O" ring gaskets required for watertight joints shall be composed of rubber as specified in ASTM C361, Section 6.9, and shall be placed in the first corrugation of each pipe end and shall be compressed by tightening the coupling bands in accordance with the manufacturer's installation instructions. TABLE OF CONTENTS INDEX 529

Thermoplastic pipe, which includes corrugated high- density polyethylene plastic pipe and corrugated polypropylene plastic pipe shall be assembled and installed in accordance with the manufacturer's instructions. Watertight joints, unless otherwise specified, will not be required for storm drains, culverts, or other drainage pipes. However, joints for these pipes shall be water resistant. Watertight joints shall be provided for siphon and irrigation pipe installations. Watertight and water -resistant joints shall conform to the requirements of Subsection 1010 -8 of the specifications. Tracer wire or tape for magnetic detection shall be placed in accordance with the requirements of Subsection 104. 15 of the specifications. To prevent damage and to assure that proper line and pipe grade are maintained throughout the backfilling operation, special care shall be taken in the handling and installation of corrugated high density polyethylene plastic pipe and fittings and corrugated polypropylene plastic pipe and fittings. Thermoplastic pipe requi res special bedding, backfill, and compaction requirements as specified in Subsections 501- 3.02 and 501- 3.04 of the specifications. Thermoplastic pipe requires post installation inspection as specified in Subsection 501- 3.08 of the specifications. When end sections for the above listed pipes are called for on the plans, the contractor shall use metal safety end sections unless otherwise specified.

Steel reinforced thermoplastic pipe (i.e. steel reinforced high density thermoplastic ribbed pipe), shall be assembled and installed in accordance with the manufacturer's instructions. Watertigh t joints, unless otherwise specified, will not be required for storm drains, culverts, or other drainage pipes. However, joints for these pipes shall be water resistant. Watertight joints shall be provided for siphon and irrigation pipe installations. Watertight and water -resistant joints shall conform to the requirements of Subsection 1010 -9 of the specifications. TABLE OF CONTENTS INDEX 530 To prevent damage and to assure that proper line and pipe grade are maintained throughout the backfilling operation, special care shall be taken in the handling and installation of steel reinforced thermoplastic pipe and fittings. Steel reinforced thermoplastic pipe requires post installation inspection as specified in Subsection 501- 3.08 of the specifications. When end sections for steel rei nforced thermoplastic pipe are called for on the plans, the contractor shall use metal safety end sections unless otherwise specified. 501- 3.04 Backfilling and Compacting:

Pipe backfill material for concrete, corrugated metal, and steel reinforced thermoplastic pipes shall be selected from excavation or from a source selected by the contractor. It shall not contain frozen lumps, stones larger than 3 inches in diameter, chunks of clay or other objectionable material. Backfill material to be used for pipes, pipe- arches or arches made of metal shall have a value of resistivity not less than 2,000 ohm -centimeters or the value shown on the project plans. When resistivity is not shown on the plans, the backfill material shall have a value of resistivity not less than that of the existing in- place material or 2,000 ohm -centimeters, whichever is less. Backfill material shall have a pH value between 6.0 and 10.0, inclusive, for all metal pipe installations, except aluminum. Backfill material for aluminum pipe installations shall have a pH value between 6.0 and 9.0, inclusive. Backfill material shall have a pH value between 6.0 and 12.0, inclusive, for all concrete or plastic pipe inst allations. Tests for pH and resistivity shall be in accordance with the requirements of Arizona Test Method 236. Pipe backfill material for concrete, corrugated metal, and steel reinforced thermoplastic pipes shall conform to the following gradation: Siev e Size Percent Passing 3 inch 100 3/4 inch 60 - 100 No. 8 35 - 80 No. 200 0 - 12.0

In addition to the above gradation requirements, steel reinforced thermoplastic pipe backfill material shall not contain particles with a maximum dimension larger than 1- 1/2 inch. The plasticity index shall not exceed 12 when tested in accordance with the requirements of AASHTO T 90. TABLE OF CONTENTS INDEX 531 As an alternate, pipe backfill may conform to the material requirements listed for bedding material as specified in Subsection 501- 3.02(A) of the specifications, for standard aggregate bedding material or cement - treated slurry bedding material. Pipe backfill for thermoplastic pipe shall conform to the material requirements listed for thermoplastic pipe bedding material as specified in Subsection 501- 3.02(A) of the specifications, for standard ag gregate bedding material or cement -treated slurry bedding material.

Trench backfill material shall not contain organic material, rubbish, debris, and other deleterious material and shall not contain solid material which exceeds 8 inches in greatest dimension and shall be soil selected from excavation or from a source selected by the contractor. As an alternate, trench backfill may conform to the material requirements listed for bedding material as specified in Subsection 501- 3.02(A) of the specifications for standard aggregate bedding material or cement - treated slurry bedding material.

The roadway slope at the inlet ends of pipe culverts shall be plated with an impervious material. The plating material shall be a fine- grained, cohesive material with at least 50 percent of it passing the No. 40 sieve and with a plasticity index of at least 10 and shall be placed as shown on the plans. The plasticity index will be determined in accordance with the requirements of AASHTO T 90.

All trash, forms, sheeting, bracing, and loose rock or loose earth shall be removed from the areas to be backfilled before backfil l material is placed. Backfill compacted by pneumatic or mechanical tamping devices, shall be placed in layers not more than 8 inches in depth before compaction. Pipe backfill shall be brought up evenly on both sides of the pipe for the full length to an elevation 1 foot above the top of the pipe. Trench backfill shall be placed from 1 foot above the top of the pipe to the elevation at which base or surfacing materials are to be placed or to the top of the trench. TABLE OF CONTENTS INDEX 532 Backfill material shall be placed around and over arches in accordance with the requirements of Section 502 of the specifications.

With prior approval from the Engineer, pipe backfill may be placed as an aggregate slurry as herein specified. Pipe backfill or trench backfill mixed as a standard aggregate slurry shall be placed in uniform horizontal layers not exceeding 4 feet in depth. The slurry shall be compacted with internal vibrators in accordance with the requirements of Subsection 601- 3.03(D) of the specifications.

Cement -treated slurry pipe backfill placement above springline shall not commence within 24 hours of the placement of the underlying cement - treated bedding material below springline. Cement -treated pipe backfill shall be placed in a uniform manner that will prevent voids in or segregation of the backfill to an elevation 1 foot above the top of the pipe. No backfilling above the cement -treated slurry pipe backfill shall be commenced until 24 hours after the cement -treated slurry has been placed. If cement -treated slurry bedding material is used for trench backfill, it shall not be disturbed or loaded in any manner within 24 hours of placement as above.

Backfill mater ial shall be compacted to at least 95 percent of the maximum density determined in accordance with the requirements of the applicable test methods of the ADOT Materials Testing Manual, as directed and approved by the Engineer. Jetting shall not be used to compact pipe backfill, trench backfill , or any material placed more than 1 foot above the top of the pipe. Ponding will not be allowed in any case. If trench backfill or pipe backfill is allowed to be placed as an aggregate slurry, the contractor shall excavate holes in the compacted slurry to the depths and at the locations designated by the Engineer. These holes shall be of such size as to allow the required density tests to be performed in a safe manner. Upon completion of the tests, the contractor shall refill the excavated areas and compact the material to the required density in a manner satisfactory to the Engineer. Cement -treated slurry bedding material for pipe backfill shall not require additional compaction after placement up to an elevation 1 f oot above the top of pipe if it meets the material requirements of Subsection 501- 3.02(A) of the specifications and is placed and compacted as outlined in TABLE OF CONTENTS INDEX 533 Subsection 501- 3.04(B) and (C) of the specifications. No density tests will be required in the cement -treated slurry bedding material when it is utilized for pipe backfill to an elevation 1 foot above the top of pipe. Cement -treated slurry bedding material used for trench backfill shall meet the requirements listed above for pipe backfill up to the elevation which it is placed. 501- 3.05 Filter Material: When shown on the project plans or specified in the Special Provisions, filter material shall be carefully placed around perforated pipe. Filter material shall conform to the grading requirements for fine aggregate in Section 1006 of the specifications and shall be placed in accordance with the details shown on the project plans. 501- 3.06 Encasement of Pipe: Whe n shown on the project plans, pipe shall be encased in Class B concrete. Portland cement concrete shall conform to the requirements of Section 1006 of the specifications. 501- 3.07 Nonreinforced, Cast -In-Place Concrete Pipe:

The contractor shall have previously installed cast -in-place pipe similar to the pipe specified in this contract. The Engineer may require the contractor to submit a list of names of the contractor ’s key personnel with their cast -in-place pipe experience. When required, the list shall include the foreman and equipment operators. When the project plans include cast -in-place concrete pipe as an alternate, the contractor shall review the geotechnical investigation report. The geotechnical investigation reports are available on the ADOT Contracts and Specifications Group Current Advertisements website. The contractor shall be responsible to determine if the in- place soil conditions will allow the specified trench to be constructed. The contractor shall provide a quality control administrator who shall be responsible for cast -in-place pipe quality. The administrator shall be a full- time employee of the contractor or a consultant engaged by the contractor. The contractor shall provide documentation to the Engineer which demonstrates the quality control administrator’s experience in the manufacture and placement of cast -in-place pipe. The administrator shall have the authority to control all activities necessary to ensure a product of acceptable quality, including strength, alignment, thickness, and grade. TABLE OF CONTENTS INDEX 534 The contractor’s quality control administrator shall inspect the pipe construction and complete a daily observation form, supplied by the Engineer. The form shall be completed and submitted to the Engineer no later than 9:00 a.m. on the first working day following each day work is being performed on the pipe installation. Nonreinforced, cast -in-place concrete pipe shall be cast monolithically in a prepared trench at the locations and in accordance with the details shown on the project plans and the requirements of these specifications. The pipe shall be constructed with equipment specifically designed for constructing cast -in-place, monolithic concrete pipe. The equipment shall be approved by the Engineer prior to use, and the contractor may be required to furnish evidence of successful operation of the equipment on similar work. If, in the opinion of the Engineer, the equipment furnished is not suitable to produce the quality of work specified, its use will not be permitted for the work. Pipe shall be constructed in trenches which have been excavated in either native soil or compacted fill. The trench walls shall be stable so that the planned shape of the t rench is maintained. The minimum inside diameter of the pipe, measured in any direction, shall be at least 98 percent of the nominal pipe size. The minimum wall thickness will be as specified on the project plans for each pipe size.

The trench shall be excavated to the lines and grades shown on the project plans. Laser guided alignment instruments shall be used to control the grade and alignment of the trench. Departure from and return to the established grade for the finished trench shall not exceed 1 inch per 10 linear feet, with a total departure not to exceed 1.5 inches. Departure from and return to specified alignment for the trench shall not exceed 2 inches per 10 linear feet, with a total departure not to exceed 4 inches. The bottom of the trench shall be shaped in accordance with the details shown on the project plans and prepared to provide full, firm , and uniform support over the bottom 210 degrees of the pipe to be constructed. The length of trench permitted to remain open at any one time shall not exceed 1,600 linear feet, unless otherwise specified in the Special Provisions or as may be permitted by the Engineer. The bottom of the trench must consist of either undisturbed native soil or compacted backfill. When, in the opinion of the Engineer, soft, spongy , or other unsuitable material is encountered in the bottom of the trench, such unsuitable mater ial shall be removed to the depth and width directed by the Engineer. The resulting area shall be backfilled with material TABLE OF CONTENTS INDEX 535 conforming to the requirements of Subsection 501- 3.04(A)(1) of the specifications. The backfill shall be compacted in accordance wi th the requirements of Subsection 501- 3.04(C) of the specifications. The trench shall then be excavated as specified above. When boulders, bedrock, or rock ledges are encountered in the bottom or side walls of the trench, such material shall be removed to a distance of at least 6 inches from the nearest surface of the pipe, and the space then backfilled, compacted, and reshaped as required above for unsuitable material. The trench walls, from a point 1 foot above the top of the pipe to the top of the trenc h, may be sloped as required by soil conditions to provide more stability in the trench and safer working conditions in accordance with the provisions of Subsection 107.07 of the specifications. The steepness of the side slopes shall be limited to the deg ree of stability considered necessary for safety, unless an approved shoring system is used. Side slopes shall conform to current OSHA regulations and be approved by the Engineer.

At the time of concrete placement, all surfaces in the trench which will be in contact with the pipe shall be thoroughly moistened so that moisture will not be drawn from the freshly placed concrete; however, the trench shall be free of standing water, mud, and debris. The concrete shall be placed around the full circumference of the pipe in one operation. When metal forms are used, they shall be of sufficient strength to withstand vibrating and tamping of the concrete. The concrete shall be vibrated, rammed, tamped, or worked with suitable devices until the concrete has been thoroughly consolidated and completely fills the formed space. Laser guided alignment instruments shall be used to control the grade and alignment of the pipe. Departure from and retur n to the established grade for the invert of the installed pipe shall not exceed 1 inch per 10 linear feet, with a total departure not to exceed 1.5 inches. The surface of the invert shall not vary by more than 0.10 feet when tested with a 10-foot straight edge. Departures from and return to specified alignment for the pipe shall not exceed 2 inches per 10 linear feet, with a total departure not to exceed 4 inches. When placing operations stop for such a time that initial set of the concrete is likely to occur before placement resumes, a construction joint shall be made by leaving the end of the pipe rough with a slope of approximately 45 degrees and inserting 24- inch No. 4 dowels 1 foot into the center of the pipe wall at approximately 18- inch intervals. TABLE OF CONTENTS INDEX 536 Collars may be used in lieu of doweled joints. An excavation shall be made along the sides and bottom of the construction joint to permit casting of a concrete collar around the outside of the joint. The coll ar shall have a minimum thickness 1.25 times the pipe wall thickness and shall lap the entire joint by at least two times the wall thickness. Immediately before resuming concrete placement, the joint shall be cleaned of all laitance, loose, or defective co ncrete, coatings and other deleterious materials, and thoroughly wetted. Construction joints used for connections to another pipe or at junction structures shall be made by squaring off the end of the pipe. An excavation along the sides and bottom of the pipe to permit casting of the concrete collar shall be made as previously specified. After the removal of forms, the inside of the pipe will be inspected for rock pockets, voids, form indentation, and excessive form lap. Any necessary repairs shall be made within 24 hours and to the satisfaction of the Engineer. Cracks shall be repaired in accordance with Subsection 501- 3.07(G) of the specifications.

The interior surface and exterior top surface of the pipe shall be as smooth as a wood- float finish and shall be essentially free of fractures, cracks, and roughness.

Within 15 minutes after the pipe is cast, the concrete forming the exposed top portion of the pipe shall be cured as follows: The pipe shall be covered with a polyethylene film conforming to the requirements of AASHTO M 171 except that the nominal thickness shall be 0.0015 inches. The film shall be white opaque or clear and shall be held in place with loose soil to assure continuous contact. The loose soil shall not be greater than 6 inches in depth at any point and shall conform to the requirements herein before specified under pipe backfill. This curing method shall be used when the ambient temperature exceeds 100 degrees F. For ambient air temperatures equal to or less than 100 degrees F, the pipe may be sprayed with a liquid membrane- forming compound conforming to the requirements of Subsection 1006- 6.01(C) of the specifications. If the contractor elects t o spray the pipe with a liquid membrane, such procedure shall be completed within 30 minutes. During the curing period, the inside of the pipeline shall be kept in a humid condition for at least seven days following placement of the concrete. To prevent air drafts from drying the fresh concrete, openings in the pipeline shall be covered during the seven- day period, except at TABLE OF CONTENTS INDEX 537 locations where work on the pipe is required and only during the time that such work is actually in progress.

Backfilling shall not start until the concrete has developed a compressive strength of at least 2,500 pounds per square inch. The type of backfill material, the placement of pipe and trench backfill material, and compaction shall conform to the requirements of Subsection 501- 3.04 of the specifications.

The contractor shall perform all interior crack repairs only after backfilling. Transverse cracks 0.05 inches or more in width shall be cleaned and filled with an elastomeric compound approved by the Engineer. The elastomeric compound shall penetrate into the crack at least 0.38 inches. A longitudinal crack shall be defined as one which is generally oriented within 30 degrees of the alignment of the pipe. Longitudinal cracks will be a cause for rejection under any of the following conditions:

with a displacement greater than 0.08 inches;

0.0005 x O.D. and that can be penetrated by a standard machinist gauge leaf designated in AASHTO T 280; and/or

designated in AASHTO T 280. Longitudinally cracked pipes meeting any of the three rejection criteria above may be allowed to remain in place if approved by the Engineer. If the Engineer allows such rejectable pipe to remain, all longitudinal cracks meeting any of the three criteria above shall be repaired by full depth epoxy grouting. Any section of pipe rejected by the Engineer shall be removed and replaced at no additional cost to the Department. TABLE OF CONTENTS INDEX 538

The contractor shall measure the thickness at the invert and crown by probing at 25- foot intervals during the placement of concrete. The probe shall be a 3/8- inch round bar at least 2 inches longer than the wall thickness to be measured. The measurements shall be reported on the daily observation form. The wall thickness will be measured for acceptance. One hole each shall be drilled at the invert and on each side of the springline, within 200- foot intervals. The drill locations will be determined by the Engineer. The Engineer may require additional holes on curves or in areas which appear to be defective. All holes shall have a minimum diameter of 3/4 inch. If the wall thickness is less than the specified minimum thickness, a core shall be drilled adjacent to the drilled hole. All cores shall have a minimum diameter of 3 inches. The length of the core will be determined in accordance with the requirements of AASHTO T 148. If the length of the drilled core is deficient, additional cores shall be taken at intervals not to exceed 10 feet in each direction from the deficient core until one core which is not deficient is obtained in each direction. The pipe between these two ac ceptable cores will be rejected. The rejected pipe section shall be removed and replaced with pipe of the specified thickness at no additional cost to the Department. At all locations where drilled holes or cores have been made, the resulting holes shall be filled with concrete in a manner satisfactory to the Engineer. 501- 3.08 Post Installation Inspection of Thermoplastic Pipe: A post installation inspection of all thermoplastic pipe and steel reinforced thermoplastic pipe shall be conducted by the contractor no sooner than 30 days after completion of installation and final fill, excluding pavement. Pipes shall be checked for deflection using a mandrel, or other device approved by the Engineer capable of physically verifying interior dimensions of t he pipe. Pipes larger than 24 inches may be entered following OSHA requirements, and deflection levels may be measured directly. The contractor shall notify the Engineer at least seven days in advance of any pipe inspections. Mandrels used for deflection testing shall be a nine (or greater odd number) arm mandrel, sized to 95 percent of the Certified Mean Inside Diameter (CMID) of the pipe to be tested. CMID shall be as provided by the pipe manufacturer. The contractor shall provide a properly sized proving ring to the Engineer for verifying mandrel size prior to testing. TABLE OF CONTENTS INDEX 539 The contractor shall use rope or cable to manually pull the mandrel through the entire pipe. Any pipe not allowing passage of the mandrel shall be reported to the Engineer. When direct measuring is used for deflection testing, the contractor shall take rise and span measurements every 10 f eet for the full length of pipe. Measurements shall be taken at a minimum of four locations for shorter pipes. The contractor shall report to the E ngineer any rise or span measurements that are less than 95 percent of the CMID. Pipes with more than 5 percent deflection shall be removed, replaced and re- inspected at contractor’s expense. Pavement and other features affected by the pipe removal shall be removed and replaced at contractor’s expense. 501- 4 Method of Measurement: Pipe will be measured by the linear foot parallel to the central axis of the pipeline and shall include the length of fittings. Tees, wyes, and other branches will be measured as pipe along the central axis of the pipes to the point of intersection of said central axes. Pipe reducers will be measured as pipe of the larger diameter along the central axis. The end of pipe in closed structures will be considered to be at the intersection of the central axis and the inside face of the wall and for masonry and concrete headwalls it will be considered to be at the intersection of the central axis and the face of the headwall. End sections will be measured by the number of units installed. 501- 5 Basis of Payment: The accepted quantities of pipe, measured as provided above, will be paid for at the contract unit price complete in place. Except as hereinafter specified, no separate measurement or payment will be made for excavating trenches and for furnishing, placing , and compacting bedding and backfill material as described and specified herein and on the project plans, the cost thereof being considered as included in the contract unit price per foot of pipe. Payment for the removal of rock, hard pan, other unyielding material, or soft, spongy, or other unstable soil below the vertical limits as shown on the plans, and the backfilling of these over -excavated areas, as specified herein and as directed by the Engineer, will be paid for in accordance with the requirements of Subsection 104.02 of the specifications. TABLE OF CONTENTS INDEX