Concrete Technology for Transportation Applications (2019)

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162 State DOT Specifications/ Special Provisions A P P E N D I X C 1. Florida DOT Specification Section 346 – Item 3.3 – Mass Concrete 2. Illinois DOT a. Specification Item – Internally Curing Concrete with Lightweight Aggregate for Bridge Deck Internal Curing. b. Special Provision for Shrinkage Reducing Admixture in Bridge Deck Concrete. c. Special Provision for Shrinkage-Compensating Concrete in Bridge Deck Concrete. 3. New York DOT Special Provision – Concrete Mixture Performance Requirement 4. West Virginia DOT Special Provision – Structural Concrete Internal Curing 1

State DOT Specifications/Special Provisions 163 Florida Department Of Transportation Section 346 Item 3.3 – Mass Concrete 346-3.3 Mass Concrete: When mass concrete is designated in the Contract Documents, use a Specialty Engineer to develop and administer a Mass Concrete Control Plan (MCCP). Develop the MCCP in accordance with Section 207 of the ACI Manual of Concrete Practice to ensure concrete core temperatures for any mass concrete element do not exceed the maximum allowable core temperature of 180°F and that the temperature differential between the element core and surface do not exceed the maximum allowable temperature differential of 35°F. Submit the MCCP to the Engineer for approval at least 14 days prior to the first anticipated mass concrete placement. Ensure the MCCP includes and fully describes the following: 1. Concrete mix design proportions, 2. Casting procedures, 3. Insulating systems, 4. Type and placement of temperature measuring and recording devices, 5. Analysis of anticipated thermal developments for the various mass concrete elements for all anticipated ambient temperature ranges, 6. Names and qualifications of all designees who will inspect the installation of and record the output of temperature measuring devices, and who will implement temperature control measures directed by the Specialty Engineer, 7. Measures to prevent thermal shock, and 8. Active cooling measures (if used). Fully comply with the approved MCCP. The Specialty Engineer or approved designee shall personally inspect and approve the installation of temperature measuring devices and verify that the process for recording temperature readings is effective for the first placement of each size and type mass component. The Specialty Engineer shall be available for immediate consultation during the monitoring period of any mass concrete element. Record temperature measuring device readings at intervals no greater than six hours, beginning at the completion of concrete placement and continuing until decreasing core temperatures and temperature differentials are confirmed in accordance with the approved MCCP. Leave temperature control mechanisms in place until the concrete core temperature is within 50°F of the ambient temperature. Within three days of the completion of temperature monitoring, submit a report to the Engineer which includes all temperature readings, temperature differentials, data logger summary sheets and the maximum core temperature and temperature differentials for each mass concrete element. Upon successful performance of the MCCP, reduced monitoring of similar elements may be requested. Submit any such requests to the Engineer for approval at least 14 days prior to the requested date of reduced monitoring. If approved, the Specialty Engineer may monitor only the initial element of concrete elements meeting all of the following requirements: 1. All elements have the same least cross-sectional dimension, 2. All elements have the same concrete mix design, 3. All elements have the same insulation R value and active cooling measures (if used), and 2

164 Concrete Technology for Transportation Applications 4. Ambient temperatures during concrete placement for all elements is within minus 10°F or plus 5°F of the ambient temperature during placement of the initial element. Install temperature measuring devices for all mass concrete elements. Resume the recording of temperature monitoring device output for all elements if directed by the Engineer. The Department will make no compensation, either monetary or time, for any impacts associated with reduced monitoring of mass concrete elements. Mass concrete control provisions are not required for drilled shafts supporting sign, signal, lighting or intelligent transportation (ITS) structures. At the Contractor’s option, instrumentation and temperature measuring may be omitted for any mass concrete substructure element meeting all of the following requirements: 1. Least cross-sectional dimension of six feet or less, 2. Insulation R value of at least 2.5 provided for at least 72 hours following the completion of concrete placement, 3. The environmental classification of the concrete element is Slightly Aggressive or Moderately Aggressive, 4. The concrete mix design meets the mass concrete proportioning requirements of 346-2.3, and 5. The total cementitious content of the concrete mix design is 750 lb./cy or less. If either the maximum allowable core temperature or temperature differential of any mass concrete element is exceeded, implement immediate corrective action as directed by the Specialty Engineer to remediate. The approval of the MCCP shall be revoked. Do not place any mass concrete elements until a revised MCCP has been approved by the Engineer. Submit an analysis prepared by a Specialty Engineer to the Engineer for approval which addresses the structural integrity and durability of any mass concrete element which is not cast in compliance with the approved MCCP or which exceeds the allowable core temperature or temperature differential. Submit all analyses and test results requested by the Engineer for any noncompliant mass concrete element to the satisfaction of the Engineer. The Department will make no compensation, either monetary or time, for the analyses and tests or any impacts upon the project. 3

State DOT Specifications/Special Provisions 165 Illinois Department of Transportation Internally Curing Concrete With Lightweight Aggregate For Bridge Deck (BMPR) Effective: January 1, 2016 Description. This item shall consist of the materials and mix design for internally curing concrete with lightweight aggregate according to the requirements of Section 1020 of the Standard Specifications, and the following. Materials. Revise Article 1020.02(c) as follows: Item Article/Section (c) Fine Aggregate (Note 1) .................................................................................................................... 1003 Note 1. The Contractor shall replace a portion of the normal weight fine aggregate with pre-wetted lightweight fine aggregate, pre-wetted lightweight coarse aggregate, or a combination thereof to provide water for internally curing the concrete as specified herein. The lightweight aggregate shall be an expanded shale, expanded blast furnace slag, expanded slate, or expanded clay product according to ASTM C 1761. The lightweight fine aggregate shall be Gradation FA 1, FA 2, FA 20, or FA 21, and the lightweight coarse aggregate shall be Gradation CA 14 or CA 16. Storage of lightweight aggregate shall be according to Article 1003.01(e), except the stockpile shall be on a sloped surface. Lightweight aggregate stockpiles shall be uniformly wetted with a sprinkler system for a minimum 72 hours, and then allowed to drain for 22 ± 2 hours immediately prior to use. Lightweight aggregate from different sources shall not be mixed without permission of the Engineer. Proportioning and Mix Design. Proportioning and mix design shall be for Class BS concrete and as follows. (a) Water/Cement Ratio. The water/cement ratio shall not be less than 0.36. (b) Paste Content. The total cement plus finely divided minerals and water content shall not exceed 26% by volume of the mix design. The minimum cement factor may be reduced to 5.80 cwt/cu yd (345 kg/cu m). (c) Volume of Lightweight Aggregate. The pre-wetted lightweight aggregate shall replace a minimum 30 percent, by volume, of the normal weight fine aggregate. (d) Batching. Immediately prior to batching, the pre-wetted and drained lightweight aggregate shall have a field absorbed moisture content value not less than 15 percent. The field absorbed moisture content shall be determined according to ITP ICC-1. Stockpiles that do not achieve the minimum degree of absorption shall receive additional wetting and be allowed to drain for a minimum 12 hours prior to determining field absorbed moisture content again. Trial Batch. For a new mix design to be verified, the Engineer will require the Contractor to provide a trial batch at no cost to the Department. The trial batch shall be scheduled a minimum 30 calendar days prior to anticipated use and shall be performed in the presence of the Engineer. A minimum of 2 cu yd (1.5 cu m) trial batch shall be produced and placed offsite. The trial batch shall be produced with the equipment, materials, and methods intended for construction. The trial batch will be evaluated and tested by the Engineer according to the “Portland Cement Concrete Level III Technician” course manual. The Engineer may require the Contractor to provide a sample of the lightweight aggregate to verify the specific gravity, absorbed moisture content, and desorption of the material. , at no cost to the Department, 4

166 Concrete Technology for Transportation Applications Verification of the mix design will include trial batch test results and other criteria as determined by the Engineer. The Contractor will be notified in writing of verification. Verification of a mix design shall in no manner be construed as acceptance of any mixture produced. Tests performed at the jobsite will determine if a mix design can meet specifications. Quality Control Sampling and Testing of Lightweight Aggregate by the Contractor. The Contractor shall sample and test the lightweight aggregate as follows. (a) Gradation. The gradation shall be tested a minimum once per day prior to pouring, unless the stockpile has not received additional aggregate material since the previous test. The gradation shall be determined according to ITP 27. (b) Moisture. The field absorbed moisture content and surface moisture of the lightweight aggregate stockpile shall be determined daily at the start of production for that day, and then as needed to control production throughout the day, according to ITP ICC-1. Quality Assurance Sampling and Testing of Lightweight Aggregate by the Engineer. The Engineer reserves the right to perform quality assurance tests on independent and split samples of the lightweight aggregate. An independent sample is a field sample obtained and tested by only one party. A split sample is one of two equal portions of a field sample, where two parties each receive one portion for testing. The Engineer may request the Contractor to obtain a split sample. The results of all quality assurance tests by the Engineer will be made available to the Contractor. However, Contractor split sample test results shall be provided to the Engineer before Department test results are revealed. The Engineer’s quality assurance independent sample and split sample testing for placement or acceptance will be as follows: (a) Gradation. One independent or split sample test at the beginning of the project. Thereafter, independent testing frequency will be as determined by the Engineer, and split testing frequency will be a minimum of 10 percent of the total tests required of the Contractor. (b) Moisture. One independent or split sample test at the beginning of the project, and as determined by the Engineer thereafter. Comparing Lightweight Aggregate Test Results. Differences between the Engineer’s and the Contractor’s split sample test results will be considered reasonable if within the following limits: Test Parameter Acceptable Limits of Precision Gradation See “Guideline for Sample Comparison” in Appendix “A” of the Manual of Test Procedures for Materials. Moisture 0.5% Action shall be taken when either the Engineer’s or the Contractor’s test results are not within specification limits. Action may include, but is not limited to, immediate retests on a split sample; investigation of the sampling method, test procedure, equipment condition, equipment calibration, and other factors; or the Contractor being required to replace or repair test equipment as determined by the Engineer. 5

State DOT Specifications/Special Provisions 167 State of Illinois Department of Transportation SPECIAL PROVISION FOR SHRINKAGE REDUCING ADMIXTURE IN BRIDGE DECK CONCRETE Effective: December 5, 2011 This Special Provision requires the use of a shrinkage reducing admixture to lower the bridge deck concrete drying shrinkage. The Contractor shall provide a technical representative to assist in mix design, proportioning, batching, placement, finishing, and curing of the concrete. The technical representative shall be present for the jobsite trial batch and the first day of the bridge deck pour. Shrinkage Reducing Admixture Concrete Requirements The Contractor shall provide test data that the shrinkage reducing admixture meets the freeze/thaw requirements according to ASTM C 494, Type S (specific performance), or other freeze/thaw test data to show the shrinkage reducing admixture does not harm the concrete. The Department will maintain an approved list of shrinkage reducing admixtures. The bridge deck concrete shall be Class BS and shall meet Section 1020 with the following additions or modifications. (a) The cement shall be Type I or II. The coarse aggregate shall be crushed limestone or dolomite or gravel. (b) When determining water/cement ratio, the Contractor shall calculate 70 percent of the shrinkage reducing admixture as water. (c) The air content range shall be 6.0 to 8.5 percent. (d) The mix design mortar factor range shall be 0.70 to 0.86. (e) Only admixtures and finely divided minerals compatible with the shrinkage reducing admixture shall be used, and alkali-silica reaction shall be addressed when specified in the contract plans. (f) Microsilica and high reactivity metakaolin shall not be employed as a finely divided mineral. (g) The Contractor shall be responsible for determining material proportions. The mix design will be verified by the Bureau of Materials and Physical Research. Verification of a mix design shall in no manner be construed as acceptance of any mixture produced. (h) The batch sequence of materials shall be per the Manufacturer’s recommendation. (i) Truck mixers providing truck-mixed or shrink-mixed concrete shall be limited to a volume at least 2 cubic yards less than the rated maximum mixing capacity as determined according to Article 1020.11(a)(6). (j) The shrinkage reducing admixture dosage shall be determined by the Contractor, and a jobsite trial batch will be required. The trial batch shall be performed according to the current “Portland Cement 6

168 Concrete Technology for Transportation Applications Concrete Level III Technician Course – Manual of Instructions for Design of Concrete Mixtures”. The shrinkage reducing admixture may be added at the plant or the jobsite. If added at the plant, sampling for the trial batch shall be delayed a period of time that considers transportation from the plant to the jobsite. The Contractor will be required to perform shrinkage testing according to ASTM C 157. The laboratory performing this testing shall have been inspected by the Cement and Concrete Reference Laboratory (CCRL). The concrete shrinkage shall be determined after 7 days of cure plus 28 days of drying, and shall be -0.030 percent. Verification of the mix design by the Engineer shall be according to the current “Portland Cement Concrete Level III Technician Course – Manual of Instructions for Design of Concrete Mixtures”. Measurement and Payment The concrete will be paid for at the contract unit price per cubic yard (cubic meter) for BRIDGE DECK (SHRINKAGE REDUCING ADMIXTURE). This work will be measured according to Article 503.21. State of Illinois Department of Transportation SPECIAL PROVISION FOR SHRINKAGE-COMPENSATING CONCRETE IN BRIDGE DECK CONCRETE Effective: November 28, 2011 This Special Provision requires the use of a dry expansive component to produce a shrinkage-compensating concrete mixture for the bridge deck. The Contractor shall provide a technical representative to assist in mix design, proportioning, batching, placement, finishing, and curing of the shrinkage-compensating concrete. The technical representative shall be present for the jobsite trial batch and the first day of the bridge deck pour. Dry Expansive Component Requirements Revise Section 1010.01 of the Standard Specifications to read: “1010.01 Description. Finely divided minerals shall include fly ash, microsilica (silica fume), high- reactivity metakaolin (HRM), ground granulated blast furnace slag (GGBF), and dry expansive components. The finely divided minerals will be approved according to the current Bureau of Materials and Physical Research Policy Memorandum, “Acceptance Procedure for Finely Divided Minerals Used in Portland Cement Concrete and Other Applications”. The Department will maintain an approved list of suppliers for finely divided minerals.” Different sources or types of finely divided minerals shall not be mixed or used alternately in the same item of construction, unless approved by the Engineer. Add Section 1010.06 to the Standard Specifications to read: “1010.06 Dry Expansive Component. The dry expansive component material shall be Type K or Type G and shall be defined according to ACI 223R. The expansive component shall be used in combination with Type I or II cement. ASTM C 806. The maximum restrained expansion shall be 0.18 percent.” The minimum restrained expansion shall be 0.04 percent at seven days according to 7

State DOT Specifications/Special Provisions 169 Shrinkage-Compensating Concrete Requirements The shrinkage-compensating concrete for the bridge deck shall be Class BS and shall be according to the special provision, “Portland Cement Concrete”, with the following revisions. (k) The cement shall be Type I or II. The coarse aggregate shall be crushed limestone or dolomite. (l) The water-cement ratio shall be defined according to the special provision, “Portland Cement Concrete”. When either the Type K or Type G expansive component is used, it shall be included with the cement plus finely divided mineral in the calculation of water/cement ratio. (m) The maximum water-cement ratio for concrete mixture shall be 0.50 for the Type K expansive component and 0.44 for the Type G expansive component. (n) For the Type K expansive component, the slump shall be 5-7 in. (125-175 mm). The slump range includes the use of a high range water-reducing admixture. (o) For the Type K or G expansive component, the concrete mixture shall have a minimum of 605 lbs./cu yd (360 kg/cu m) of cement, finely divided mineral, and expansive component summed together. The maximum shall be 705 lbs./cu yd (418 kg/cu m). For concrete mixtures utilizing the Type G expansive component, fly ash shall not be employed as a finely divided mineral. For concrete mixtures utilizing the Type K or G expansive component, microsilica and high reactivity metakaolin shall not be employed as a finely divided mineral. The amount of cement may be a minimum of 455 lbs./cu yd (270 kg/cu m) in the mix design. For concrete mixtures utilizing the Type K expansive component, the amount of either fly ash or ground granulated blast-furnace slag may be a maximum 25 percent of the cement, finely divided mineral, and expansive component summed together. For concrete mixtures utilizing the Type G expansive component, the amount of ground granulated blast-furnace slag may be a maximum 25 percent of the cement, finely divided mineral, and expansive component summed together. Article 1020.05(c)(1)d shall not apply. (p) The mix design mortar factor range shall be 0.70 to 0.86. (q) Only admixtures and finely divided minerals compatible with the expansive component shall be used, and alkali-silica reaction shall be addressed when specified in the contract plans. (r) The batch sequence of materials shall be per the Manufacturer’s recommendation. (s) Truck mixers providing truck-mixed or shrink-mixed shrinkage-compensating concrete shall be limited to a volume at least 2 cubic yards less than the rated maximum mixing capacity as determined according to Article 1020.11(a)(6). (t) The Contractor shall be responsible for determining material proportions. The mix design will be verified by the Bureau of Materials and Physical Research. Verification of a mix design shall in no manner be construed as acceptance of any mixture produced. (u) The amount of expansive component shall be determined by the Contractor, and a jobsite trial batch will be required. The trial batch shall be performed according to the current “Portland Cement Concrete Level III Technician Course – Manual of Instructions for Design of Concrete Mixtures”. The Type K or G expansive component may be added at the plant or jobsite. If added at the plant, 8

170 Concrete Technology for Transportation Applications sampling for the trial batch shall be delayed a period of time that considers transportation from the plant to the jobsite. The Contractor will be required to perform restrained expansion testing according to ASTM C 878. The laboratory performing this testing shall have been inspected by the Cement and Concrete Reference Laboratory (CCRL). The maximum restrained concrete prism expansion shall be a minimum of 0.05% and a maximum of 0.09% according to ASTM C 878. Verification of the mix design by the Engineer shall be according to the current “Portland Cement Concrete Level III Technician Course – Manual of Instructions for Design of Concrete Mixtures”. Measurement and Payment Shrinkage-compensating concrete will be paid for at the contract unit price per cubic yard (cubic meter) for BRIDGE DECK (SHRINKAGE-COMPENSATING CONCRETE). This work will be measured according to Article 503.21. New York Department of Transportation Special Provision ITEM 557.00000211 – 5000 PSI CONCRETE FOR STRUCTURAL APPROACH SLAB – TYPE 1 FRICTION DESCRIPTION Furnish and place structural approach slab with a minimum compressive strength of 5,000 psi meeting the performance requirements defined herein where specified in the contract documents. The provisions of §557 shall apply except as noted herein. MATERIALS Reinforcement The provision of §556-2 shall apply. All Reinforcement shall meet the requirements of §709-13, Stainless Steel Bar Reinforcement. Concrete The provisions of §557-2 shall apply, except as modified herein. 1. Design a concrete mixture proportioned according to the American Concrete Institute Manual of Concrete Practice, ACI 211.1, Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. Produce a homogeneous mixture of cement, pozzolan (fly ash or GGBFS), fine aggregate, coarse aggregate, air entraining agent, water- reducing and set-retarding admixture, and water as designed. Other NYSDOT Approved List materials may be used as approved by the Director, Materials Bureau. 9

State DOT Specifications/Special Provisions 171 • Strength: 28-day minimum compressive strength of 5,000 psi. • Slump: 6ʺ to 9ʺ. • Entrained Air: 5 to 8%. • Water/Total Cementitious Material Ratio: 0.40 maximum. • Use Type I, I/II, or II cement. Use 15% to 35% fly ash or 30% to 70% GGBFS by weight of cementitious materials. • Resistivity >37(kΩ-cm) (AASHTO T358) or Permeability <1000 Coulombs (AASHTO T 277) at 28 days of age. The time frame may be extended to 56 days moist cure for high pozzolan content mix designs or the Accelerated Moist Curing alternative may be used. 3. Perform mix development testing in accordance with ASTM C143, C231, C192 and C39, to assure all performance criteria can be achieved during production and placement. 4. The maximum aggregate size used in a concrete mixture shall be dependent on the size and shape of the concrete member and on the amount and distribution of reinforcing steel. The Contractor shall select the largest available nominal maximum size of aggregate which does not exceed the following: • three-quarters of the clear distance between reinforcing bars and between the reinforcing bars and the forms; and • one-third the thickness of the placement. 5. At least 1 month prior to the start of any concrete placement, provide a copy of the proposed mixture design(s) and trial batch test results to the Director, Materials Bureau, submitted through the Regional Materials Engineer, for evaluation. Submit sufficient data to permit the Director to offer an informed evaluation. Include at least the following: • Concrete mix proportions. • Material sources. Also include fineness modulus and specific gravity for all aggregates. • Air content of plastic concrete. • Slump of plastic concrete. • Compressive strength at 7, 14, 28, and 56 days, and at any other age tested or deemed necessary. • Resistivity or Permeability test data showing results of >37(kΩ-cm (AASHTO T358) or <1000 Coulombs (AASHTO T 277) respectively. Do not interpret having a valid mixture design as approval of the mixture. Also, resubmit any proposed mixture design change to the Director, Materials Bureau, for evaluation. Multiple mixture designs may be used to address performance and placement issues as deemed necessary by the Contractor. Submit each mixture for evaluation, as indicated above, prior to use. CONSTRUCTION DETAILS The provisions of §556-3 and §557-3 shall apply, except as modified herein: A. Bar Reinforcement Placement details and bar lists are not included in the contract plans, the following provisions apply: 2. The designed concrete mixture shall meet the following requirements: 10

172 Concrete Technology for Transportation Applications 1. The Contractor shall submit a minimum of two copies of the bar lists and placement drawings showing the bar locations to the Engineer. The details of the bar list drawing and placement shall meet the requirements of the current edition of the Concrete Reinforcing Steel Institute’s publication Reinforcing Bar Detailing. Drawings submitted for the review possess the same size and layout as the Plans. Electronic submission is required. Drawings and bar lists shall be clear and legible. 2. The Engineer will transmit the documents to the designer for review for conformance with the design requirements and in accordance with §105-16. The designer will not check lengths, number of bars, weights or bar marks. Corrections will be returned to the Contractor. A review time of two days per placement drawing submitted with a minimum of 15 days for each submission will be allowed upon receipt of the submission. When the documents are satisfactory they will be returned to the Contractor stamped “Approved in Conformance with Design Requirements”. The Contractor shall supply the Engineer with five (5) copies of the approved documents. No reinforcement shall be placed until copies of the approved documents are received by the Engineer. 3. The reinforcement shall be of the type indicated in the contract documents. 4. Partial submissions that require coordination with other drawings will not be accepted. B. Concrete Prior to placing any concrete required by this specification, perform a trial placement of at least 8 cubic yards using the proposed mixture design(s). This trial placement(s), when approved by the Engineer, may be incorporated into the project as a substitute for the placement of another Class of concrete shown on the plans. If used in another element as a trial placement, the entire placement for that element on the day of the trial must use the same concrete. The Department will make and test concrete cylinders from the trial placement(s) to verify laboratory test results. The loading limitations of §555-3.10 apply, except that concrete cylinder sets designated for early loading must attain an average compression strength of 5,000 psi, or greater, with no individual cylinder less than 4,500 psi. 1. To evaluate 28-day strength of the concrete, the Department will cast cylinders following the requirements and frequency of Materials Method 9.2 for each placement, with a minimum of two (2) 6ʺ x 12ʺ cylinders for each day. The results of all test cylinder specimens representing an element placed, or part thereof, on a given day will be averaged to determine the ultimate compressive strength for each placement. The average shall be 5,000 psi with no individual cylinder less than 4,500 psi 11

State DOT Specifications/Special Provisions 173 determine if investigation is required. The investigation may consist of, but is not limited to, review of the foll If any strength test falls below the criteria established above, the Engineer will owing: • Sampling and testing of plastic concrete, • Handling of cylinders, • Cylinder curing procedures, or • Compressive strength testing procedures. If necessary, coring may be required to determine in-place strength. The contractor shall perform all coring at locations directed by the Engineer. Make any repairs as per the provisions of §555-3.13, Damaged or Defective Concrete. The Engineer will reject any concrete represented by a 28-day cylinder set with an average compressive strength less than 5,000 psi, or an individual cylinder with a compressive strength less than 4,500 psi. Proposed repairs require Deputy Chief Engineer, Structures approval. 2. To evaluate the Resistivity of the concrete, the Department will cast cylinders at the same frequency and from the same sample(s) of concrete used to cast compressive strength specimens, with a minimum of one (1) set per placement. A set consists of three (3) 4″ x 8″ cylinders. Cylinders will be cured for 28 days. The time frame may be extended to 56 days moist cure for high pozzolan content mix designs or the Accelerated Moist Curing alternative may be used (7 day normal cure at 73 degrees F, 21 days wet cure at 100 degrees F). The results of all test cylinder specimens representing an element placed, or part thereof, on a given day will be averaged to determine the Resistivity for each placement. The average shall be >37 k -cm (AASHTO T358). Permeability will be considered an alternative method to measure durability and will require only two (2) 4″ x 8″ cylinders sampled at the same frequency as for compressive strength. Cylinders will be cured for 28 days. The time frame may be extended to 56 days moist cure for high pozzolan content mix designs or the Accelerated Moist Curing alternative may be used (7 day normal cure at 73 degrees F, 21 days wet cure at 100 degrees F). The results of all test cylinder specimens representing an element placed, or part thereof, on a given day will be averaged to determine the Permeability for each placement. The average shall be ≤1000 Coulombs (AASHTO T 277). If any Resistivity / Permeability test data falls outside the criteria established above, the Engineer will determine if an investigation is required. The investigation may consist of, but is not limited to, review of the following: • Sampling and testing of plastic concrete, • Handling of test cylinders, • Cylinder curing procedures, or • Permeability testing procedures. 12

174 Concrete Technology for Transportation Applications METHOD OF MEASUREMENT: The provisions of §557-4 shall apply. BASIS OF PAYMENT: The provisions of §557-5 shall apply and the cost of the mix design, trial placement and all laboratory testing shall also be included. Pay adjustments will be made for cast-in-place concrete that does not meet specified performance characteristics and shall be computed on the actual quantity of concrete representing an element placed, or part thereof, on a given day. The concrete pay adjustment (CPA) will be made for non-conforming material according to the formulas defined as follows: For concrete not meeting strength requirement, but allowed to remain in place, the payment representing the quantity of concrete for a given day / element’s placement shall be reduced as follows: Compressive Strength Pay Factor (PF) >100% of fc′ The Department will pay 100% >95.0% and <100.0% of fc′ The Department will pay 87.5% >90.0% and <95.0% of fc′ The Department will pay 75% < 90.0% of fc′ Reject concrete For concrete not meeting resistivity / permeability requirements, but allowed to remain in place, the payment representing the quantity of concrete for a given day / element’s placement shall be reduced as follows: Surface Resistivity (kΩ-cm) Permeability Coulombs (C) Pay Factor (PF) >37 <1000 The Department will pay 100% <37 and >27 >1000 and <1500 The Department will pay 87.5% < 27 and >19 >1500 and <2500 The Department will pay 75% <19 >2500 Reject concrete When a concrete mix contains corrosion inhibitor, all resistivity values will be decreased by 20% or permeability values will be increased by 20% The total concrete pay adjustment for compressive strength and resistivity for a given day’s placement / element shall be computed as CPA = [(Compressive strength PF) (0.60)] + [(Resistivity PF) (0.40)] 13

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Abbreviations and acronyms used without definitions in TRB publications: A4A Airlines for America AAAE American Association of Airport Executives AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI–NA Airports Council International–North America ACRP Airport Cooperative Research Program ADA Americans with Disabilities Act APTA American Public Transportation Association ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASTM American Society for Testing and Materials ATA American Trucking Associations CTAA Community Transportation Association of America CTBSSP Commercial Truck and Bus Safety Synthesis Program DHS Department of Homeland Security DOE Department of Energy EPA Environmental Protection Agency FAA Federal Aviation Administration FAST Fixing America’s Surface Transportation Act (2015) FHWA Federal Highway Administration FMCSA Federal Motor Carrier Safety Administration FRA Federal Railroad Administration FTA Federal Transit Administration HMCRP Hazardous Materials Cooperative Research Program IEEE Institute of Electrical and Electronics Engineers ISTEA Intermodal Surface Transportation Efficiency Act of 1991 ITE Institute of Transportation Engineers MAP-21 Moving Ahead for Progress in the 21st Century Act (2012) NASA National Aeronautics and Space Administration NASAO National Association of State Aviation Officials NCFRP National Cooperative Freight Research Program NCHRP National Cooperative Highway Research Program NHTSA National Highway Traffic Safety Administration NTSB National Transportation Safety Board PHMSA Pipeline and Hazardous Materials Safety Administration RITA Research and Innovative Technology Administration SAE Society of Automotive Engineers SAFETEA-LU Safe, Accountable, Flexible, Efficient Transportation Equity Act: A Legacy for Users (2005) TCRP Transit Cooperative Research Program TDC Transit Development Corporation TEA-21 Transportation Equity Act for the 21st Century (1998) TRB Transportation Research Board TSA Transportation Security Administration U.S. DOT United States Department of Transportation

Concrete Technology for Transportation A pplications N CH RP Synthesis 544 TRB TRA N SPO RTATIO N RESEA RCH BO A RD 500 Fifth Street, N W W ashington, D C 20001 A D D RESS SERV ICE REQ U ESTED N O N -PR O FIT O R G . U .S. PO STA G E PA ID C O LU M B IA , M D PER M IT N O . 88 ISBN 978-0-309-48101-4 9 7 8 0 3 0 9 4 8 1 0 1 4 9 0 0 0 0