9 thuyetminh pavementok

CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 PAVEMENT CONSTRUCTION 1/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 TABLE OF CONTENTS I I PRIME COAT AND TACK COAT II ASPHALT CONCRETE BINDER AND SURFACE COURSES PRIME COAT AND TACK COAT Reference standards The following Standards in their latestedition shall be particularly applied to the works covered by the Specification Section: TCVN 7494:2005 (ASTM D140-01) Bitumen Method for sampling TCVN 7495:2005 (ASTM D5-97) Bitumen Test method for penetration TCVN 7496:2005 (ASTM D113-99) Bitumen Test method for ductility TCVN 7500:2005 (ASTM D2042-01) Bitumen Test method for solubility in Trichloroethylene TCVN 7502:2005 (ASTM D2170-01a) Bitumen Test method for determination ofkinematic viscosity TCVN 8817:2011 Cationic Emulsified Asphalt TCVN 8818:2011 Cut Back Asphalt TCVN 8819:2011 Specification for Construction of Hot Mix Asphalt Concrete Pavement and Acceptance AASHTO M81 Cut-back Asphalt Rapid Curing Type AASHTO M82 Cut-back Asphalt Medium Curing Type AASHTO M226 Viscosity Graded Asphalt Cement Materials Material for the Prime Coat shall be Cut-back Asphalt Medium Curing Type MC30, or MC70 (TCVN 8818 / AASHTO M82) Material for the Tack Coat shall be Cut-back Asphalt Rapid Curing Type RC-70 (TCVN 8818 / AASHTO M81) Where AC-20 is to be diluted with kerosene, the proportion of kerosene shall be subject to the prior approval of the Engineer 2/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 As alternatives to cut-back asphalts, cationic emulsified asphalts of the types and applied at the application rates set out in TCVN 8819:2011 may be permitted subject to demonstration of satisfactory performance to the approval of the Engineer Construction requirements 3.1 Weather limitation I Prime Coat and Tack Coat shall be applied only on dry surfaces, and shall not be applied during high winds, rain, mist or fog or if rain is imminent and likely to interrupt the work 3.2 Distributor The distributor shall have a minimum capacity of 1,000 liters The distributor shall be so designed, equipped, maintained and operated that Bitumen at even heat may be applied uniformly on variable widths of surface, at a controlled rate of transverse and longitudinal spread within ±10 percent of the required rate of application The distributor equipment shall include a tachometer, pressure gauges, a calibrated tank dipstick, a thermometer for measuring the temperature of the tank contents, and an instrument for measuring the speed of travel at low speed All measuring equipment on the distributor shall have been recently calibrated and an accurate and satisfactory record of such calibration shall be supplied to the Engineer 3.3 Application methods Prior to the start of work on site the layer to which the prime coat or tack is to be applied and the Contractor’s proposed materials, method statement and equipment shall have been approved by the Engineer and a satisfactory trial shall have been completed 3.4 Site preparation Prior to the application of the bitumen, loose dirt and other objectionable materials shall be removed from the surface by means of power broom or blower or both If this does not provide a uniformly clean surface, additional sweeping shall be done by hand using stiff brooms Sweeping shall extend at least 20 centimeters beyond each edge of the area to be sprayed Adherent patches of objectionable materials shall be removed from the surface by steel scraper or other approved method and where the Engineer so directs, the scraped area shall be washed down with water and hand brooms Application of Bitumen shall not be made until the pavement has been prepared to the satisfaction of the Engineer The Engineer will not permit the application when there is free water present on the surface The work shall be carried out to offer the least inconvenience to traffic and without damage to the work The Contractor shall all necessary precautions to ensure that surfaces of structures or trees or property adjacent to the areas shall be protected against marring and spattering 3/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 and that bituminous material shall not be discharged into any side ditch, drain or watercourse 3.5 Spraying temperatures Type of Material Spraying temperature range Cutback, 50 pph kerosene 70 ± 10º C (MC-70 grade cutback) Cutback, 75 pph kerosene 45 ± 10º C (MC-30 grade cutback) Cutback, 100 pph kerosene 30 ± 10º C Cutback, more than 100 pph Not heated kerosene Cutback, 25 pph kerosene 3.6 110 ± 10º C Rate of application The Contractor shall carry out field trials under the supervision of the Engineer to establish the appropriate application rate for each type of bitumen and for each type of surface to which bitumen is to be applied The rate of application of Prime Coat shall be 1kg/m2 or as otherwise approved by the Engineer The rate of application of Tack Coat shall be 0.5 kg/m2 for each layer or as otherwise approved by the Engineer The appropriate application rate for tack coat shall be the absolute minimum to fully cover the surface of the lower AC layer Tack coat may not be needed if the top layer is laid immediately or within a few hours of laying of the lower layer The appropriate application rate for prime coat will depend on the type of aggregate base course present, with open graded bases requiring a higher application rate, and dense graded bases requiring a lower application rate No more prime should be applied than can be absorbed by the aggregate base in 24 hours The transverse distribution of bitumen application rates produced by the distributor shall be tested by passing the spray bar over a test area laid with 25cm x 25cm sheets of absorbent material with a binder-proof backing, which are weighed before and after the spray application The difference in weight shall be used in determining the spraying rate actually applied to each sheet and the variation from the mean rate for any sheet across the full width sprayed shall not exceed 15 percent Check the uniform level of the emulsion spread onto the road pavement by the following method: place the box with 25x40cm bottom area on the pavement to collect emulsion when the spreader is passing by Then weigh the box to determine the collected amount of emulsion, it is the volume of emulsion per 0.1m2 The difference between the actual 4/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 amount of spread emulsion and the required emulsion amount shall be less than 100g/m2 3.7 Maintenance of prime coat The Contractor shall maintain the coated surface to the specified standard until it is overlaid by the subsequent course Traffic shall not be permitted on the coated surface until the Bitumen has penetrated and dried and, in the opinion of the Engineer, will not pick up under traffic In exceptional circumstances where it becomes necessary to permit traffic on prime coat prior to that time, but in no case sooner than hours after the application of the prime coat, clean cover aggregate shall be applied as directed by the Engineer and traffic may be permitted to use the lanes so treated Cover aggregate shall be spread from trucks in such a manner that no wheel will travel on uncovered wet Bitumen When applying cover aggregate to a treated lane that adjoins a lane yet to be treated, a strip at least 20 cm wide along the adjoining edge shall be left uncovered, or if covered shall be uncovered when the second lane is being prepared for treatment, in order to permit an overlap of Bitumen as required above The cover aggregate shall be used to the minimum extent possible 3.8 Field quanlity control and testing A bitumen sample and certificate shall be provided for each delivery of bitumen to the site of the works Samples of the Prime Coat shall be taken from the distributor as directed by the Engineer The bitumen distributor shall be inspected and tested as follows: - PriortothecommencementofsprayingworksundertheContract; - Every months or every 150,000 liters of binder sprayed by the distributor, whichever is the more frequent; - Following any accident or modification to the distributor that, in the opinion of the Engineer, warrants rechecking the distributor The result of the wet sieve testing of any proposed cover aggregate shall be submitted to the Engineer for Approval prior to any use of the material A detailed written record of daily surfacing operations, including the location, binder used on each sprayer run, application rates achieved, and area covered shall be prepared and submitted to the Engineer 5/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 II ASPHALT CONCRETE BINDER AND SURFACE COURSES Reference standards The following Standards in their latest edition shall be particularly applied to the works covered by the Specification 22TCN 319-04 Polymer asphalt testingmethod 22TCN 345-06 Technology process for construction and approval of the thin covering layer of high roughness asphalt concrete TCVN74937504:2005 Bitumen–Testing methods mechanicalcharacteristic TCVN8819:2011 Asphalt Concrete Pavement–Specification for Construction and Acceptance TCVN8820-2011 Standard Practice for Asphalt Concrete Mix Design Using Marshall Method TCVN8860-2011 (Part1-12)Asphalt Concrete-Test Method TCVN8863:2011 Bituminous Surface Treatment–Specification for Construction and Acceptance TCVN8865:2011 Method for Measuring and Assessment Roughness by International Roughness Index (IRI) TCVN8866:2011 Standard Test Method for Measuring Pavement Macrotexture Depth Using a Volumetric Technique TCVN8867:2011 Flexible Pavement Standard Test Method for determining The Elastic Modulus of Pavement Structure using Benkelman Beam AASHTOM17 Mineral Filler for Bituminous Paving Mixtures AASHTOM20 Penetration Graded Asphalt Cement AASHTOM226 Viscosity Graded Asphalt Cement AASHTOT11-05 Materials Finer Than75-µm(No.200) Sieve in Mineral Aggregates by Washing  Surface - Technical requirement for and physico- TreMethod for Measuring and Assessment Roughness by  Pavement 6/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450  S ne and Coarse Aggregates.ASTMC136-96 i e v e g a t e s b y W a s h i n g A A S H T O T 9 AASHTOT49 Penetration of Bitumen AASHTOT50 Float Test for Bitumen AASHTOT51 Ductility of Bitumen AASHTOT53-96 (2004) Softening Point f Bitumen Ball Apparatus) ASTMD 3695 (2000) AASHTOT96 Resistance to Degrading of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine AASHTOT104 Soundness of Aggregate by Use of Sodium Sulphate or Magnesium Sulphate 7/ 44PHUONG (Ring-an- THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 AASHTOT164 Quantitative Extraction Paving Mixtures of Bitumen from Bituminous AASHTOT165 Effect of Water on Cohesion of Compacted Bituminous Mixtures AASHTOT166 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens AASHTOT168 Sampling Bituminous Paving Mixtures AASHTOT170 Recovery of Asphalt from Solution by Abson Method AASHTOT176 Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test AASHTOT179 Effect of Heat and Airon Asphalt Materials (Thin Film Oven Test) AASHTOT182 Coating and Stripping of Bitumen-Aggregate Mixtures AASHTOT209 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures AASHTOT230 Method B.Standard Method of Test for Determining Degree of Pavement ompaction n ituminous Aggrgate Mixtures AASHTOT245 Resistance to Plastic Flow of Bituminous Mixtures using Marshall Apparatus ASTM E950 Standard Test Method for Measuring the Longitudinal Profile of Travelled Surfaces with an Accelerometer Established Inertial Profiling Reference.AsphaltI American Asphalt Institute Manual MS-2 The policy for draining AC surface courses, Japan Road Association (JRA) Activities of porous Asphalt on Expressways, Japan highway public corporation Materials for asphalt mixtures 2.1 Coarse aggregate The aggregate shall consist of clean, tough, durable crushed rock free from dirt or other objectionable matter When natural deposits such as cobbles or gravel are used as the source of stone for crushing, a 50mm mesh shall be used to screen the under sized particles and to ensure only stones of 50mm size or larger are fed in the crusher The 8/ 44PHUONG THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 aggregate shall have a percentage of wear of no more than 35% at 500 revolutions when tested in accordance with 22TCN318-04 The aggregate shall have a weight loss not greater than 12% when subjected to five cycles of the sodium sulphate soundness test in accordance with AASHTO T104 The aggregate shall have a coated area of not less than 95% when subjected to Coating and Stripping Tests in accordance with AASHTO T182 2.2 Fine aggregate The aggregate shall be free from lumps or balls of clay and other objectionable materials and shall consist of clean, tough durable particles of crushed stone screenings or suitable combinations thereof.Crusher dust shall be produced by crushing clean stone having no clay or silt content and shall be stockpiled separately To ensure a high degree of fine aggregate internal friction and rutting resistance the fine aggregates shall have minimum void content shall of 45% as determined by AASHTO T304-96 (2000) 2.3 Filler for asphalt mixtures Filler for Asphalt Mixtures shall fully conform to the particular provisions of TCVN 8819:2011 Filler shall consist of limestone dust, dolomite dust, Portland cement, fly ash, cement kiln dust or other non-plastic mineral matter from sources approved by the Engineer It shall be free from foreign or other objectionable material Filler shall be dry and free from lumps and when tested by wet sieving shall contain not less than 70% (preferably not less than 85%) by weight of particles passing a 75-micron sieve 2.4 Bitumen for asphalt mixtures Normal Bitumen: Bitumen shall be asphalt cement which is approximately equivalent to 60/70 Pen and having properties meeting the requirements of below Table Other asphalts will be permitted only with the prior Approval of the Engineer If required by the drawings and subject to the approval of the Engineer, an adhesion and anti-strippihg agent shall be added to the Bitumen The additive shall be of a type approved by the Engineer and the required percentage of additive shall be thoroughly mixed with the Bitumen in accordance with the manufacturer’s instruction subject to the approval of the Engineer for such time as is necessary to produce a homogeneous mixture Bitumen properties Requirement (referred Table of TCVN 7493:2005) No Properties Unit Penetration at 250C 9/ 44PHUONG 0.1mm Grade 60/70 Testing method 60 – 70 TCVN 7495:2005 Reference standard ASTM D5 AASHTO T49 THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE CMDRCP / CW2C PACKAGE CW2C KM 18+200 – KM 23+450 Ductility at 250C cm Min 100 TCVN 7496:2005 Softening point (ring and ball method) 46 TCVN 7497:2005 Min 232 TCVN 7498:2005 C Flash point C Loss on heating for % hours at 163oC Max 0.5 TCVN 7499:2005 Ratio of penetration of residue after heating for % hours at 163oC to one at 250C Min 75 TCVN 7499:2005 Solubility in % Trichloroethylene C2 Cl4 Min 99 TCVN 7500:2005 – 1.05 TCVN 7501:2005 Specific gravity 25°C Effect of water on bituminous-coated grade aggregate using boiling water Min 3rd grade 10 Wax paraffin content Max 2.2 10/ 44PHUONG g/cm % ASTM D113 AASHTO T151 AASHTO T53 ASTM D92 AASHTO T48 ASTM D6 AASHTO T47 ASTM D6/D5 ASTM D2042 AASHTO T44 ASTM D70 AASHTO T228 ASTM D3625 TCVN 7503:2005 DIN-52015 THANH - QUYET TIEN - ANH GIANG – THANG LOI JOINT VENTURE