AASHTO PP 84-2017 Standard Practice for Developing Performance Engineered Concrete Pavement Mixtures.pdf

1、Standard Practice for Developing Performance Engineered Concrete Pavement Mixtures AASHTO Designation: PP 84-171Tech Section: 3c, Hardened Concrete Release: Group 1 (April 2017) American Association of State Highway and Transportation Officials 444 North Capitol Street N.W., Suite 249 Washington, D.

2、C. 20001 TS-3c PP 84-1 AASHTO Standard Practice for Developing Performance Engineered Concrete Pavement Mixtures AASHTO Designation: PP 84-171Tech Section: 3c, Hardened Concrete Release: Group 1 (April 2017) INTRODUCTION Specifications for concrete pavement mixtures have traditionally been prescript

3、ive, with State Highway Agencies (SHA) specifying means and methods for both constituent materials and specific requirements for proportioning. This places the majority of the performance risk on the SHA and limits innovation. Recent trends of blending cementitious materials, reducing paste content,

4、 using modern additives and admixtures, and other innovations in the industry open the opportunity to move towards specifying the performance characteristics of concrete mixtures and allowing industry to design mixtures that address specific performance requirements. New methods to evaluate concrete

5、 performance have been developed, and others are being formulated, that can result in improved performance and economics. Shifting the responsibility for performance to the contractor provides an opportunity for innovation. 1. SCOPE 1.1. This specification covers the tests methods and values for a c

6、oncrete pavement mixture that considers, and includes, alternative performance characteristics for acceptance. 1.2. In Section 6 of this specification, SHA traditions of using prescriptive methods are respected while also offering the option to use performance measures instead. 1.3. This specificati

7、on is intended to provide SHAs flexibility in their approach to the use of performance characteristics and includes a range of choices that can be selected to best fit the needs of the agency. 1.4. Performance values included are for an average concrete pavement life in the range of 30 years. Due to

8、 normal materials and testing variability some risk in predicting actual service life exists. As service life prediction models and test methods mature, that risk is expected to be reduced. 1.5. The values stated in SI units are to be regarded as the standard. The values given in parentheses are pro

9、vided for information only. 1.6. The inclusion of performance measures increases the importance of Quality Control (QC), as the acceptance criteria are predicated on a well-designed and executed QC program that includes process, production, and construction control. 2017 by the American Association

10、of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c PP 84-2 AASHTO 1.7. This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to es

11、tablish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. 2. REFERENCED DOCUMENTS 2.1. AASHTO Standards: M 6, Fine Aggregate for Hydraulic Cement Concrete M 80, Coarse Aggregate for Hydraulic Cement Concrete M 85, Portland Cement M 154M/M

12、 154, Air-Entraining Admixtures for Concrete M 194M/M 194, Chemical Admixtures for Concrete M 224, Use of Protective Sealers for Portland Cement Concrete M 240M/M 240, Blended Hydraulic Cement M 295, Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete M 302, Slag Cement for Use in

13、Concrete and Mortars M 307, Silica Fume Used in Cementitious Mixtures M 321, High-Reactivity Pozzolans for Use in Hydraulic-Cement Concrete, Mortar, and Grout R 39, Making and Curing Concrete Test Specimens in the Laboratory R 60, Sampling Freshly Mixed Concrete R 76, Reducing Samples of Aggregate t

14、o Testing Size R 80, Determining the Reactivity of Concrete Aggregates and Selecting Appropriate Measures for Preventing Deleterious Expansion in New Concrete Construction T 2, Sampling of Aggregates T 22, Compressive Strength of Cylindrical Concrete Specimens T 23, Making and Curing Concrete Test S

15、pecimens in the Field T 97, Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading) T 121, Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete T 152, Air Content of Freshly Mixed Concrete by the Pressure Method T 160, Length Change of Hardened Hydraulic Cement

16、Mortar and Concrete T 161, Resistance of Concrete to Rapid Freezing and Thawing T 196, Air Content of Freshly Mixed Concrete by the Volumetric Method T 277, Electrical Indication of Concretes Ability to Resist Chloride Ion Penetration T 318, Water Content of Freshly Mixed Concrete using Microwave T

17、334, Estimating the Cracking Tendency of Concrete T 336, Coefficient of Thermal Expansion of Hydraulic Cement Concrete T 358, Surface Resistivity Indication of Concretes Ability to Resist Chloride Ion Penetration TP 118, Characterization of the Air-Void System of Freshly Mixed Concrete by the Sequen

18、tial Pressure Method TP 119, Electrical Resistivity of a Concrete Cylinder Tested in a Uniaxial Resistance Test 2.2. ASTM Standards: A820/A820M, Standard Specification for Steel Fibers for Fiber-Reinforced Concrete C125, Standard Terminology Relating to Concrete and Concrete Aggregates C1116/C1116M,

19、 Standard Specification for Fiber-Reinforced Concrete C1157/C1157M, Standard Performance Specification for Hydraulic Cement 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c PP 84-3 AASHTO C1582/C158

20、2M, Standard Specification for Admixtures to Inhibit Chloride-Induced Corrosion of Reinforcing Steel in Concrete C1585, Standard Test Method for Measurement of Rate of Absorption of Water by Hydraulic-Cement Concretes C1602/C1602M, Standard Specification for Mixing Water Used in the Production of Hy

21、draulic Cement Concrete C1646/C1646M, Standard Practice for Making and Curing Test Specimens for Evaluating Resistance of Coarse Aggregate to Freezing and Thawing in Air-Entrained Concrete C1709, Standard Guide for Evaluation of Alternative Supplementary Cementitious Materials (ASCM) for Use in Conc

22、rete C1761/C1761M, Lightweight Aggregate for Internal Curing of Concrete D7357, Standard Specification for Cellulose Fibers for Fiber-Reinforced Concrete D7508/D7508M, Standard Specification for Polyolefin Chopped Strands for Use in Concrete 2.3. Other Publications: Quality Assurance Procedures for

23、Construction (23 CFR 637.207) http:/www.fhwa.dot.gov/legsregs/directives/fapg/cfr0637b.htm Field Reference Manual for Quality Concrete Pavements (FHWA-HIF-13-059) http:/www.fhwa.dot.gov/pavement/concrete/pubs/hif13059.pdf Testing Guide for Implementing Concrete Paving Quality Control Procedures http

24、:/publications.iowa.gov/13618/1/testing_guide.pdf 3. TERMINOLOGY 3.1. The definitions for concrete and concrete aggregate terms used in this specification are provided in ASTM C125. 4. MATERIALS 4.1. Provide materials in accordance with the following: 4.1.1. Provide aggregates meeting the requiremen

25、ts of: 4.1.1.1. Fine AggregateM 6 4.1.1.2. Coarse AggregateM 80 4.1.1.3. Recycled Concrete Aggregate (RCA)M 80 4.1.1.4. Lightweight Aggregate (for internal curing)ASTM C1761/C1761M Note 1Intermediate aggregates are typically those that are passing the 0.5-in. sieve and are retained on the No. 4 siev

26、e. As such, they fall under a coarse aggregate classification in accordance with M 80. 4.1.2. Provide cement meeting the requirements of: 4.1.2.1. Portland CementM 85 4.1.2.2. Blended Hydraulic CementM 240 4.1.2.3. Performance Hydraulic CementASTM C1157/C1157M 2017 by the American Association of Sta

27、te Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c PP 84-4 AASHTO 4.1.3. Provide supplementary cementitious materials meeting the requirements of: 4.1.3.1. Fly Ash and Raw or Calcined Natural PozzolansM 295 4.1.3.2. Slag CementM 302 4.1.3.

28、3. Silica FumeM 307 4.1.3.4. High Reactivity PozzolansM 321 4.1.3.5. Alternative Supplementary Cementitious Materials (ASCM)ASTM C1709 4.1.3.6. Mixing Water for Concrete MixturesASTM C1602/C1602M 4.1.4. Provide admixtures meeting the requirements of: 4.1.4.1. Air-Entraining AdmixturesM 154 4.1.4.2.

29、Chemical AdmixturesM 194/M 194M 4.1.4.3. Corrosion Inhibiting AdmixturesASTM C1582/C1582M 4.1.5. Provide fibers meeting the requirements of: 4.1.5.1. Steel FibersASTM A820/A820M 4.1.5.2. Cellulose FibersASTM D7357 4.1.5.3. Polyolefin Chopped StrandsASTM D7508/D7508M 4.1.5.4. Macro Synthetic FibersAS

30、TM C1116/C1116M 4.1.5.5. Micro Synthetic FibersASTM C1116/C1116M 5. SAMPLING 5.1. Sample in accordance with the agencies specified processes and methods, or the standard methods included below: 5.2. Sample aggregates in accordance with T 2. 5.2.1. Reduce aggregate samples in accordance with R 76. 5.

31、3. Sample freshly mixed concrete in accordance with R 60. 5.4. Make and cure concrete specimens for strength tests in accordance with T 23. 6. PROPORTIONING 6.1. Proportion hydraulic cement concrete to comply with minimum requirements identified below: 2017 by the American Association of State Highw

32、ay and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c PP 84-5 AASHTO 6.2. Submit concrete mixture design, based on trial batch testing, a minimum of 30 days before concrete production. Include laboratory test data and samples of all materials to be u

33、sed in the mixture, identifying the proposed source or manufacturer of the materials. 6.2.1. Submit revised concrete mixture designs when a change in the source or brand of any materials or product is proposed, or as directed by the SHA. 6.3. Concrete Strength: 6.3.1. Minimum concrete flexural stren

34、gth of 4.1 MPa (600 psi) at 28 days using T 97. Note 2Concrete strength that meets the specific project design requirements may be substituted here as it is not uncommon for agencies to select other flexural strengths. Agency may elect to only require either flexural strength or compressive strength

35、. 6.3.2. Minimum concrete compressive strength of 24 MPa (3500 psi) at 28 days using T 22. Note 3Concrete pavement designs are based on flexural strength, consideration may be given to conducting acceptance testing based on compression cylinders. The compressive strength requirement can be establish

36、ed based on a correlation to flexural strength tests developed during the mixture development and qualification stage. Note 4The specification provides the selection of one or more choices in the following sections to address local conditions and needs. 6.4. Susceptibility to Slab Warping and Cracki

37、ng Tendency of Concrete: 6.4.1. Prescriptive Specification for Shrinkage Cracking Caused by Volume Change due to Changes in Moisture (Hygral Volume Change) (choose one if cracking is a concern): 6.4.1.1. The volume of the paste should be limited to 25 percent as determined in Appendix X1.1. 6.4.1.2.

38、 The unrestrained volume change should be less than 420 microstrain at 28 days as determined from ASTM C157. 6.4.2. Performance Specification for Shrinkage Cracking Caused by Hygral Volume Change (choose one if cracking is a concern): 6.4.2.1. The unrestrained volume change as determined from T 160

39、at an age of 91 days should result in a probability of cracking of less than 5, 20, or 50 percent depending on the application. Suggested limits are 360 microstrain, 420 microstrain, or 480 microstrain, respectively, as described in Appendix X1.2. 6.4.2.2. Crack free at 180 days as determined using

40、T 334. 6.4.2.3. The mixture should have a stress less than 60 percent of the splitting tensile strength when tested in the dual ring (T 363) with a temperature of 23 1C (73.4 1.8F) and RH of 50 2 percent for 7 days. 6.4.2.4. The shrinkage of the mixture can be determined using evaluations performed

41、on a computational program and determined to have a probability of cracking of less than 5, 20, or 50 percent depending on the application and curing conditions (Appendix X1). 6.5. Durability of Hydrated Cement Paste (HPC) in FreezeThaw Environments: 6.5.1. Prescriptive Specification for FreezeThaw

42、Durability: 2017 by the American Association of State Highway and Transportation Officials.All rights reserved. Duplication is a violation of applicable law.TS-3c PP 84-6 AASHTO 6.5.1.1. Water to cement ratio (w/cm) should be less than 0.45, and (choose one): 6.5.1.2. Air content between 5 and 8 per

43、cent using T 152, T 196, or TP 118. 6.5.1.3. Air content greater than 4 percent and SAM number less than 0.20 using TP 118. 6.5.2. Performance Specification for FreezeThaw Durability (choose one): 6.5.2.1. A calculated time to saturation of greater than X yr using the procedure outlined in Appendix

44、X5.4. X is typically assumed to be 30 yr for plain concrete pavement, however, this can be varied depending upon the agency preferences. 6.5.3. Prescriptive Specification for Reducing Joint Damage due to Deicing Chemicals When CaCl2or MgCl2Is Used (choose one): 6.5.3.1. SCM should be used to replace

45、 the cement with a volume of at least 35 percent. 6.5.3.2. A topical treatment (sealer) should be used consistent with M 224. 6.5.4. Performance Specification for Reducing Joint Damage due to Deicing Chemicals When CaCl2or MgCl2Is Used: 6.5.4.1. The calcium oxychloride should be determined to be les

46、s than 15 g CAOXY/100 g cementitious paste as determined in accordance with Performance of Concrete Pavement in the Presence of Deicing Salts and Deicing Salt Cocktails (IN SPR-3864). 6.6. Transport Properties: 6.6.1. Prescriptive Specification for a Transport-Related Property (choose one): 6.6.1.1.

47、 The w/cm shall be: 6.6.1.1.1. Less than 0.50 if concrete not subjected to freezing and thawing or deicer application. 6.6.1.1.2. Less than 0.45 if concrete subjected to freezing and thawing or deicer application. 6.6.1.2. The saturated F factor value (as determined using RCPT (T 277) or electrical

48、resistivity (based on T 358 or TP 119) as described in Appendix X2) should be identified as meeting the requirements below for the following exposure conditions: 6.6.1.2.1. Concrete not subjected to freezing and thawing or deicer application: greater than 500. 6.6.1.2.2. Concrete subjected to freezi

49、ng and thawing and deicer application: greater than or equal to 1000. 6.6.1.2.3. Roughly equivalent saturated F Factor, RCPT, and resistivity values are provided in Table 1. Values should be achieved within 91 days of curing at 23 1C (73.4 1.8F) or cured at 23 1C (73.4 1.8F) for 3 days followed by 25 days curing at 50 1C (122 1.8F). 2017 by the American Association of State Highway and Transportation Officials.All rights reserved.