Detail of MH/T 5010-2017

Introduction of MH/T 5010-2017

Codeofchina.com is in charge of this English translation. In case of any doubt about the English translation, the Chinese original shall be considered authoritative. MH 5010-1999 Specifications for asphalt concrete pavement design of civil airports has played a significant role in improving the quality of asphalt pavement design since its implementation. With the continuous development of the technological level of asphalt pavement of civil airports, some of the contents can no longer meet the actual requirements and need be further revised and improved. Through technological investigation and research, the drafting group has completed the revision on the basis of extensive consultation with the industry by carrying out technological survey and investigation, summarizing the experiences in the design and construction of asphalt pavement of civil airports in China and refering to relevant domestic and foreign research results and standards.. The following main contents have been revised with respect to MH 5010-1999: 1. Name of this specification is changed from Specifications for asphalt concrete pavement design of civil airports to Specifications for asphalt pavement design of civil airports, and “asphalt concrete pavement” in all chapters and sections of MH 5010-1999 is changed to “asphalt pavement”. 2. This specification is changed from a mandatory standard to a voluntary standard. 3. The design life, design indexes and standards are adjusted, and the air traffic classification, climate zone, etc. are added. 4. For new pavement, CBR-based empirical structural design method is adjusted to the cumulative pavement damage theory-based mechanical empirical method; fatigue correction in design of airplane, equivalent single-wheel load, and pavement structure thickness, as well as designed CBR value, etc. are canceled; calculation of cumulative loading repetition, and that of cumulative damage factor, etc. are added. 5. Structural combination of pavement and other functional layers are added; definition of the “subgrade” is modified, and “pavement-bed” is added. 6. The subgrade resilient modulus and non-stop asphalt overlay design measures are added; the performance requirements of asphalt mixture, structural design parameters of the base course and the mixture course and others are adjusted. 7. Contents concerning calculation of the asphalt concrete pavement structure thickness are deleted in the annex; the climate zone method, structural design parameters, calculation methods of cumulative loading repetition and cumulative damage factor, asphalt pavement structure design examples and test methods are added. For the purpose of this specification, Clause 1 is prepared by Suxin, Clause 2 is prepared by Ye Song, Clause 3 is prepared by Chen Fengchen, Cluase 4 is prepared by Jiang Changshan, Clause 5 is prepared by Tan Yiqiu, Clause 6 is prepared by Ling Jianming, Cluase 7, Annex E and Annex F are prepared by Zhao Hongduo, Clause 8 is prepared by Yuan Jie, Shao Xianzhi, Lei Xiaoping and Jia Yiqin, Annex A and Annex G are prepared by Xu Huinig, Annex B is prepared by Li Honghua, Annex C is prepared by Yang Shan, and Annex D is prepared by Dong zejiao. Su Xin, Chen Fengchen, and Ye Qing are responsible for final compilation and editing. The chief development organization is in charge of routine management of this specification. Relevant opinions and suggestions, if any, should be sent to the Science and Technology Quality Department of China Airport Construction Group Corporation (Address: No.111, North Fourth Ring East Road, Chaoyang District, Beijing; postal code: 100101; fax: 010-64922708; tel.: 010-64922037; e-mail: kjzlb@cacc.com.cn for reference in future revisions. This specification was issued in 1999 as first edition. This edition is the first revision. Contents 1 General provisions 1 2 Terms and symbols 1 2.1 Terms 1 2.2 Symbols 4 3 Basic requirements 6 3.1 Design life 6 3.2 Design indexes 6 3.3 Design flow 6 3.4 Classification of air traffic grade 7 3.5 Climate zone 7 3.6 Pavement zones and pavement structure thickness 8 4 Combination design of structural layer 9 4.1 General requirements 9 4.2 Combination of pavement structure 10 4.3 Subgrade and cushion 11 4.4 Base course 16 4.5 Mixture course 18 4.6 Other functional layers 19 4.7 Runway shoulder 19 5 Asphalt mixture design 19 5.1 General requirements 19 5.2 Specification and technical requirements of materials 20 5.3 Mix ratio of asphalt mixture 28 6 Structural design parameters 34 6.1 Traffic parameter 34 6.2 Subgrade resilient modulus 35 6.3 Structural design parameter of base course 37 6.4 Structural design parameters of mixture course 38 7 Calculation of new asphalt pavement structure thickness 39 7.1 General requirements 39 7.2 Calculation of cumulative loading repetition 41 7.3 Calculation of cumulative damage factor 41 7.4 Determination of the asphalt pavement structure thickness 44 8 Asphalt overlay design 45 8.1 General requirements 45 8.2 Detection and evaluation of the old pavement 46 8.3 Old pavement treatment before overlay 47 8.4 Structure combination and thickness calculation of asphalt overlay pavement 50 8.5 Design measures of non-stop asphalt overlay 55 Annex A Method of climate zone 57 A.1 Determination and modification of climate zone 57 A.2 Reference value of representative cities 58 Annex B Estimation of reference value of the subgrade resilient modulus by look-up table method 60 Annex C Aircraft parameter for asphalt pavement design 69 Annex D Structural design parameters 73 D.1 Structural design parameter of base course 73 D.2 Structural design parameters of mixture course 76 Annex E Calculation methods of cumulative loading repetition and cumulative damage factor 77 E.1 Configuration of single-axle landing gear 77 E.2 Construction of multi-axis landing gear 82 E.3 Construction of complex landing gear 83 Annex F Example of structural design of the asphalt pavement 85 F.1 Design background 85 F.2 Example of pavement structure thickness of aggregate or asphalt treated base course 86 F.3 Design example of asphalt pavement structure thickness of base course stabilized with inorganic binder 91 Annex G Test method 99 G.1 Determination of CBR value of subgrade soil design 99 G.2 UV aging test on asphalt materials 101 G.3 Test method of uniaxial penetration shear strength of asphalt binder 104 Explanation of wording in this standard 108 List of quoted standards 109 Specifications for asphalt pavement design of civil airports 1 General provisions 1.0.1 This specification is hereby formulated in order to standardize the asphalt pavement design of civil airports. 1.0.2 This specification is applicable to the asphalt pavement design for new construction, renovation and extension of civil airports (including civil part of civil and military airport); the asphalt pavement design of airports of Grades A and B under Index II of the airfield area may refer to this specification. 1.0.3 Design principle 1 Asphalt pavement design of airports should be based on airport use, airfield area index, aircraft characteristics and operation conditions, and be combined with local topography, climate, hydrology, geology, materials and construction conditions; 2 The asphalt pavement design of airports under special climate, geological or demand and other conditions, shall not only comply with this specification, but also shall be subjected to a special research; 3 The asphalt pavement design shall follow the concept of environmental protection and resource conservation; 4 The design shall be carried out in such a way that actively promotes new materials, new processes and new technologies. 1.0.4 The asphalt pavement design of civil airports shall not only comply with this specification, but also meet the requirements of relevant national and professional standards. 2 Terms and symbols 2.1 Terms 2.1.1 freezing index the cumulative value of negative temperature in the daily average temperature of a year; the daily average temperature is the mean value of the air temperature at 2:00, 8:00, 14:00 and 20:00 2.1.2 design life the life that satisfies the structural bearing capacity required to predict aircraft traffic loads and allows the functional maintenance of the pavement 2.1.3 asphalt mixture course a structural layer that is spread, rolled and formed from asphalt mixture and can directly withstand the aircraft load In case of a multi-layer structure, it can be divided into an upper mixture course, a middle mixture course and a lower mixture course from top to bottom. 2.1.4 base course a structural layer that withstands the aircraft load transmitted from the mixture course and distributes the load downward 2.1.5 cushion a functional layer that improves the working conditions of the base course and the subgrade by means of water, drainage, antifreeze, etc. 2.1.6 subgrade the foundation that is well compacted and evenly stabilized or meets the design requirements after special treatment. 2.1.7 pavement-bed the subgrade part of 1.2 m (Grades E and F under Index II) or 0.8 m (Grades A, B, C and D) under Index II) below the top subgrade surface 2.1.8 California bearing ratio (CBR) The ratio of two unit pressures applied to the test material and standard gravel respectively by a standard round head at a constant rate, when the penetration reaches 2.5 mm. 2.1.9 Modified asphalt an asphalt that is prepared by adding admixtures (modifier) such as rubber, resin, or thermoplastic elastomer to improve its properties 2.1.10 sand asphalt mixture the asphalt mixture with the aggregate nominal maximum size of 4.75 mm 2.1.11 fine aggregate asphalt mixture the asphalt mixture with the aggregate nominal maximum size of 9.5 mm or 13.2 mm 2.1.12 medium aggregate asphalt mixture the asphalt mixture with the aggregate nominal maximum size of 16 mm or 19 mm 2.1.13 course aggregate asphalt mixture the asphalt mixture with the aggregate nominal maximum size of 26.5 mm or 31.5 mm 2.1.14 stone matrix (mastic) asphalt (SMA) the asphalt mixture consisting of asphalt, fiber stabilizer, mineral powder and a small amount of fine aggregate and formed by filling the void in the gap-graded coarse aggregate skeleton with matrix (mastic) asphalt 2.1.15 asphalt treated base mixture (ATB) the asphalt mixture for pavement base course which is made of asphalt, filler as well as coarse and fine aggregate in accordance with the specified grading 2.1.16 content of asphalt the ratio of the mass of the asphalt in the asphalt mixture to the total mass of the asphalt mixture 2.1.17 Marshall stability the maximum load that the test piece can withstand when the asphalt mixture is subjected to the Marshall test 2.1.18 dynamic stability the number of traveling times of test wheel when each 1 mm rut is generated after the deformation enters the stable period, during the rut test for the asphalt mixture. 2.1.19 cumulative loading repetition the cumulative action number of main landing gear wheel load on the load surface, considering the transverse distribution effect of the landing gear, within the design life 2.1.20 cumulative damage factor (CDF) the sum of the ratios of the actual cumulative loading repetition of all aircraft types at specific positions on the pavement to the allowable cumulative loading repetition 2.1.21 pavement condition index (PCI) a quantitative technical index that characterizes the apparent damage of the pavement 2.1.22 structural condition index (SCI) a quantitative technical index that characterizes the structural damage of the pavement 2.2 Symbols Bm——the average consistency of the subgrade soil (%); wL——the measured liquid limit of the subgrade soil using a 100 g cone within the influence depth of the pavement-bed in unfavorable season (%); wP——the measured plastic limit of the subgrade soil within the influence depth of the pavement-bed in unfavorable season (%); wm——the measured average moisture content of the subgrade soil within the influence depth of the pavement-bed in unfavorable season (%); Zmax——the maximum freezing depth of the pavement (mm); Zd—— the standard freezing depth of the ground (mm); Ns—— the cumulative number of take-off aircrafts of each type within the design life; Ni—— the annual number of take-off aircrafts of each type in i-th year; Pt——the single wheel load on the main landing gear of each type (kN); ρ——the load distribution coefficient of the main landing gear; nc——the total number of wheels of the main landing gear of each type; q——the tire pressure of main landing gear of the aircraft (MPa); E0——the test value of the resilient modulus above the top of the subgrade soil (MPa); EA—— the compressive resilient modulus of the asphalt mixture (MPa); εh—— the maximum horizontal tensile strain at the bottom of the asphalt mixture course; σt——the maximum horizontal tensile stress at the bottom of the base course stabilized with inorganic binder (MPa); fr——the flexural strength of the material stabilized with inorganic binder (MPa); RD——the total rut on the asphalt mixture course mm); Ti——the temperature of the i-th sublayer of the asphalt pavement (℃); Nj——the allowable cumulative loading repetition of Type j aircraft; εv——the maximum vertical compressive strain of the top subgrade surface; τi—— the maximum shear stress inside the i-th asphalt sub-layer; tj——the thickness of the asphalt overlay (cm); nj——the number of cumulative loading repetition of Type j aircraft controlled by the rut; τk—— the maximum shear stress at the depth in the k-th sublayer (MPa); [τk]——the shear strength at 60℃ of the k-th sub-layer of asphalt mixture; F——the coefficient of controlling the degree of cracking of the old cement concrete pavement; Cb——the reduction coefficient for the damage to the old cement concrete pavement; hc——the thickness of old cement concrete pavement (cm); k0——the reaction modulus of the top subgrade surface (MN/m3); ns ——the total number of Type C take-off aircrafts or above; C0——the reduction coefficient for the damage to the old asphalt pavement damage; fsp—— the splitting strength (MPa). 3 Basic requirements 3.1 Design life 3.1.1 Design life of asphalt pavement of civil airports shall be 20 years. 3.1.2 The asphalt pavement design of to-be-relocated airports and plateau airport may be determined according to the particular service requirements. 3.2 Design indexes 3.2.1 For the structural design of the asphalt pavement, cumulative damage factor (CDF) is adopted as a design index. CDF value at the expiry of the design life shall not be greater than 1.05. 3.2.2 The structural design of the asphalt pavement shall be controlled for the two damage modes, i.e., rut and fatigue cracking; mechanical design indexes shall be checked in accordance with Table 3.2.2, based on types of the base course. Table 3.2.2 Damage modes and design indexes of the asphalt pavement Structural type of base course Control damage mode Mechanical design index Aggregate or asphalt treated base course Fatigue cracking of asphalt layer Horizontal tensile strain at the bottom asphalt layer Asphalt pavement rut Vertical compressive strain at the top subgrade surface Base course stabilized with inorganic binder Fatigue cracking of base course stabilized with inorganic binder Horizontal tensile stress at the bottom base course stabilized with inorganic binder Asphalt pavement rut Vertical shear stress of asphalt layer 3.3 Design flow 3.3.1 The asphalt pavement design should be referred to the process shown in Figure 3.3.1. Figure 3.3.1 Asphalt pavement design process 3.3.2 The construction drawing design phase shall be referred to the outcomes of the target mix ratio of the asphalt mixture. 3.4 Classification of air traffic grade 3.4.1 The air traffic grades are shown in Table 3.4.1. Table 3.4.1 Classification criteria of air traffic grades Air traffic grade Annual number of take-off aircrafts of Type C or above within the design life of the single runway (times) Heavy ≥50000 Medium 15000~50000 Light ≤15000 Note: the air traffic on two closely-spaced parallel runways is considered in accordance with on a single runway. 3.5 Climate zone 3.5.1 Climate zone for service properties of the asphalt pavement shall be determined according to climate conditions at the location of the airport, see Annex A. 3.5.2 The climate zone for service properties of the asphalt pavement of the airport takes the high temperature index and the low temperature index as the zone indexes; the average daily maximum temperature in the hottest month at the location of the airport is taken as the high temperature index: the extreme daily minimum temperature in winter with 99% reliability at the location of the airport is taken as the low temperature index. 3.5.3 For the climate zone, at least almost 10-year meteorological records from the meteorological station at the location of the airport or around the site shall be adopted for the statistics; when the conditions are not met, it is determined by reference to Subclause A.2. 3.5.4 Criteria for high temperature zone are detailed in Table 3.5.4-1, while those for low temperature zone are detailed in Table 3.5.4-2.

Contents of MH/T 5010-2017

1 General provisions 2 Terms and symbols 2.1 Terms 2.2 Symbols 3 Basic requirements 3.1 Design life 3.2 Design indexes 3.3 Design flow 3.4 Classification of air traffic grade 3.5 Climate zone 3.6 Pavement zones and pavement structure thickness 4 Combination design of structural layer 4.1 General requirements 4.2 Combination of pavement structure 4.3 Subgrade and cushion 4.4 Base course 4.5 Mixture course 4.6 Other functional layers 4.7 Runway shoulder 5 Asphalt mixture design 5.1 General requirements 5.2 Specification and technical requirements of materials 5.3 Mix ratio of asphalt mixture 6 Structural design parameters 6.1 Traffic parameter 6.2 Subgrade resilient modulus 6.3 Structural design parameter of base course 6.4 Structural design parameters of mixture course 7 Calculation of new asphalt pavement structure thickness 7.1 General requirements 7.2 Calculation of cumulative loading repetition 7.3 Calculation of cumulative damage factor 7.4 Determination of the asphalt pavement structure thickness 8 Asphalt overlay design 8.1 General requirements 8.2 Detection and evaluation of the old pavement 8.3 Old pavement treatment before overlay 8.4 Structure combination and thickness calculation of asphalt overlay pavement 8.5 Design measures of non-stop asphalt overlay Annex A Method of climate zone A.1 Determination and modification of climate zone A.2 Reference value of representative cities Annex B Estimation of reference value of the subgrade resilient modulus by look-up table method Annex C Aircraft parameter for asphalt pavement design Annex D Structural design parameters D.1 Structural design parameter of base course D.2 Structural design parameters of mixture course Annex E Calculation methods of cumulative loading repetition and cumulative damage factor E.1 Configuration of single-axle landing gear E.2 Construction of multi-axis landing gear E.3 Construction of complex landing gear Annex F Example of structural design of the asphalt pavement F.1 Design background F.2 Example of pavement structure thickness of aggregate or asphalt treated base course F.3 Design example of asphalt pavement structure thickness of base course stabilized with inorganic binder Annex G Test method G.1 Determination of CBR value of subgrade soil design G.2 UV aging test on asphalt materials G.3 Test method of uniaxial penetration shear strength of asphalt binder Explanation of wording in this standard List of quoted standards