Asphalt Special Spec

7/23/2019 Asphalt Special Spec

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4.1 MATERIALS FOR BITUMINOUS CONSTRUCTION

4.1.2.2 Stockpiling

Add the following after item 2:

3. Material shall be stored in a manner that will ensure preservation of their specified quality andfitness for the work. The bottom base of the stockpiles at plant shall be prepared with concrete to

avoid contamination of aggregates. When required by the Engineer they shall be placed under cover.Stored materials shall be located in such a manner to facilitate prompt inspection and control. Privateproperty shall not be used for storage purposes without written consent of the owner or lessee andpayment to him, if necessary, at the Contractor's expense.

4. The centre of the storage area shall be elevated and sloped to the sides in order to provideproper drainage of excess moisture. The material shall be stored in such a way to preventsegregation and to allow proper control of moisture. Aggregate stockpiles shall be built up in layersnot exceeding one (1) meter. The height of each stockpile shall be limited to a maximum of five (5)

meters.

5. Sufficient material must be stored in stockpiles to allow for testing and approval of suchmaterials prior to use in the works.

4.1.2.3 Sampling and Testing


1a. Testing to ascertain the properties of all aggregate materials shall be carried out at anapproved independent laboratory or in the presence of the Engineer.


4a. An individual source of aggregate is deemed to be a particular location within a quarry orborrow pit where material of a constant specific gravity is obtained (with possible minor variation dueto minor changes in characteristics of rock).

4b. After having received approval of specific sources of material, the Contractor cannot changethe sources without prior written approval of the Engineer.

4c. The Contractor shall tidy-up the quarry areas on completion and ensures that side-slopes are

not steeper than 1 to 2 and in a condition acceptable to the Employer and to the Engineer.

4.1.3 Aggregates for Bituminous Paving Mixes


1a. For the bituminous base course mixes, percentage of partially crushed faces with minimumone crushed face shall be 100% by weight of each stockpile of aggregate. In addition, at least 85%

by weight of each separate stockpile of aggregate shall have all faces crushed.

Add the following to item 10:



10a. When the combined grading of the coarse and fine aggregates is deficient in material

passing the ASTM No.200 sieve, mineral filler shall be added as approved by the Engineer at theContractor's expense.

10b. Mineral filler shall be thoroughly dry and free from organic substances and clay and meet thegrading. The following table will replace Table 4.1.3.2 of Standard Specifications

Table-4.1.3.2

Mineral Filler

B.S. Sieve ASTM Sieve Size Percentage by Mass Passing

600 micron No. 30 100

300 micron No. 50 95 - 100

150 micron No. 100 90 - 100

75 micron No. 200 70 - 100

10c. Relative density of filler shall be tested in accordance with BS 812: Part 2: T 5.7.

Sampling of fine aggregate shall be in accordance with ASTM D75

Delete item 11 and table 4.1.3.3 and replace with the following:

11. The grading of the combined coarse and fine aggregate including mineral filler when tested inaccordance with ASTM C 136 shall meet the following requirements. The requirements set in theAsphalt Institute Manual Series (MS-2) shall be considered in the determination of final job mix

formula.

Table 4.1.3.3 - Aggregate Grading for Bituminous Mixes

Sieve Size

Square Openings

Total Percentage Passing (By Weight)

ASTM BaseCourse

BinderCourse

WearingCourse

37.5 mm 100

25 mm 80 - 100 100 100

19 mm 62 - 92 80 - 100 86 – 100

12.5 mm - 63 - 85 69 – 87

9.5 mm 45 - 75 57 - 77 58 – 78

4.75 mm 30 - 55 40 - 60 40 – 60

2.36 mm 20 - 40 25 - 45 25 – 45

0.85 mm 15 - 30 15 - 30 15 – 30

0.425 mm 10 - 22 10 - 22 10 – 22

0.18 mm 6 - 15 6 - 15 6 – 15

0.075 mm 2 - 6 2 - 6 2 – 6



Delete items 12 to 13 and replace with the following:

Each stockpile of coarse aggregate shall have properties which comply with the following values:

Table-4.1.3.1a

Los Angeles Abrasion Loss(ASTM C-131 or C-535)Base Course and Binder Course 30% max

Wearing Course 25% max

Aggregate Crushing Value (BS 812 Part 110)

Base Course and Binder Course 25% max

Wearing Course 20% max

Soundness Loss (ASTM C88) – ‘5 cycles’ (Magnesium Sulphate)

10% max.

Acid soluble Chlorides (BS 812 : 1988 Part 117) 0.1% max

Acid soluble Sulphate (BS EN 1744-1:1998) 0.5% max

Water Absorption (ASTM C127 : 2007) 2.0% max

Fine Aggregate for Bituminous Paving Course

Fine aggregates shall have properties which comply with the following values:-

Table-4.1.3.1b

Soundness Loss (ASTM C-88)-‘5 cycles’ Magnesium Sulphate

10 % max

Plasticity Index

(BS 1377:Part 2 : 1990:Test 5)Non-Plastic

Acid Soluble Chlorides(BS 812 : 1988 Part 117) 0.1% max

Acid Soluble Sulphate(BS EN 1744:1998)

0.5% max

Water absorption(ASTM C-128:2007)

2.3% max

Delete item 14 and replace with the following:

14. The coarse aggregate, shall show no detrimental amount of stripping when tested inaccordance with ASTM D1664: 1985. The minimum value of non stripped area shall be 95%. Ifstripping occurs, the aggregate shall be rejected and an approved method of treatment specified tochange the material from a hydrophilic to a hydrophobic state as directed by the Engineer, or an

approved additive shall be used with the bituminous binder.

14a. When necessary to improve the coating of aggregate by bitumen, additives of approved type

will be added to the bituminous material in such percentage as required to obtain satisfactory resultsin the affinity with bitumen test performed in accordance with ASTM D1664. The approved additivewill be used in accordance with Technical Specifications issued by the manufacturer and approved bythe Engineer after appropriate testing. No extra payment will be made for required anti-strippingadditives.




16. Fine aggregate including filler shall be obtained from 100% crushed gravel or crushed rockpre-screened to exclude natural uncrushed fine material or weathered unsound fines. The use of

dune sand will not be permitted. The Sand Equivalent Value of the combined aggregate whendetermined in accordance with ASTM D 2419 after all processing except for addition of asphalt binder

shall not be less than 75.


17. The combined aggregate when tested in accordance with BS 1377 Part 2, Test 5 shall benon-plastic

4.1.6 Bitumen Products

4.1.6.1 Penetration Graded Bitumen

Delete item 1 and Table 4.1.6.1 replace with the following:

Table 4.1.6.1a

Test ASTM

60 - 70 PenetrationGrade

40 - 50 PenetrationGrade

Min. Max. Min. Max.

Penetration 0.1 mm at 25 degree C, 100g, 5seconds

D5 60 70 40 50

Specific Gravity D70 - - - -

Flash Point, degree C, Cleveland Open Cup D92 232 - 232 -

Ductility at 25 degree C, cm D113 100 - 100 -

Solubility in Trichloroethylene, % D2042 99 - 99 -

*Thin film oven Test 3.2mm, 163 degree C,5 hour loss on heating %

D1754 - 0.80 - 0.80

*Penetration of Residue, % of original D5 52 - 55 -

Ductility of Residue at 25 degree C,5cm/minute

D113 50 - - -

Kinematic Viscosity at 135 degree C(Centistokes)

D2170 240 - 280 -

Softening Point Ring & Ball, degree C D36 48 52 51 55


2. The sampling of the bitumen shall be in accordance with ASTM D 140. Testing shall be inaccordance with the Test Standards given in the Table 5.




4. A sample of the bitumen that the Contractor proposes to use in the work, together with a

statement as to its source and properties shall be submitted to and approved by the Engineer at least45 days before the asphalt work begins.

5. No bitumen other than that represented by the approved sample shall be used by theContractor except with the written consent of the Engineer. Blending of bitumen from different

refineries will not be permitted.

4.2 Prime and Tack Coats

4.2.1 Description


1. Bituminous Prime Coat shall consist of supplying and applying liquid asphalt to a previously

prepared and approved subgrade, Granular Subbase, Aggregate Base Course in accordance withthis Specification.

1a. Bituminous tack coat shall consist of supplying and applying emulsified asphalt diluted withan equal quantity of water (1:1) to a previously prepared bituminous base course or binder course or

to an existing bituminous surface, in accordance with this specification.

4.2.2 Materials

4.2.2.1 Medium Curing Cutback Bitumen


1. LIQUID ASPHALT for prime coat shall be medium curing cut back asphalt MC-70 to therequirements of ASTM D-2027 as modified by Table 10 or as directed by the Engineer. Samplingshall be in accordance with ASTM D140. One sample shall be tested every 5 tonnes or part thereof.

Properties of Medium Curing Liquid (MC-70)

Tests ASTM Ref. Minimum Maximum.

Saybolt Furol Viscosity

at 50 degree C. secondsD88 60 120

Flash Point, Tag openCup, degree C.

D3143 38 -

Ductility 25 degree C, cm D113 100 -

Solubility in trichloroethylene (%) D2042 99 -

Water percent D95 - 0.2

Distillation (ASTM D402)

Distillate(% of total distillate)

To 225 deg. C D2026 - 20

To 260 deg. C D2026 20 60

To 316 deg. C D2026 65 90



Tests ASTM Ref. Minimum Maximum.

Residue from distillationto 360 degree C percent byvolume difference

55

Tests on residue from distillation

Penetration 25 degree C,

100g 5 seconds, 0.1 mm.D5 120 250

4.2.2.3 Slow Setting Emulsified Bitumen


1. The materials for bituminous tack coat shall be slow setting emulsified asphalt, grade SS-1h(anionic) conforming to the requirements of ASTM D977. Sampling shall be in accordance withASTM D140 and testing in accordance with ASTM D244. One sample shall be tested every 5 tonnesor part thereof.

4.2.3 Equipment


2. Equipment shall be as specified under section 19 of these Specifications.

4.2.5.2 Prime coat application

Delete item 4 and Table 4.2.5.1, and replace with the following:

4. Prime coat shall be applied at a rate of not less than 0.7 litres per square metre and not morethan 1.5 litres per square metre.

4a. The exact rate of application, which may be varied to suit field conditions, will be determined

by the Engineer following trials to be carried out by the Contractor. Speed of vehicle and rate of sprayshall be established during trials. Spray nozzles shall be tested at outside the work area to confirmthe uniformity of the spray, before applying on approved surface.


10a. The rate of application during priming shall be tested in the presence of the Engineer. Thetest shall be conducted on at least 1 (one) location per 100m for every traffic lane.

4.2.5.3 Tack Coat Application


3. The tack coat (diluted emulsion) shall be applied in quantities of not less than 0.3 Kg. persquare meter and not more than 0.6 litres per square meter.

Add the following after 6:

7. The rate of application of tack coat shall be tested in the presence of the Engineer. The testshall be conducted on at least 1 (one) location per 100m for every traffic lane.



8. Immediately before applying the tack coat, all loose material, dirt, clay or other objectionable

material, shall be removed from the surface with a power broom or blower supplemented with handbrooms, as directed by the Engineer. After the cleaning operation, and prior to the application of thetack coat, an inspection of the area to be coated will be made by the Engineer.

9. The application temperature for the tack coat shall be between 25 degree C and 60 degree C

as directed by the Engineer. The material should not be applied when the ambient temperature isless than 13 degree C or during rain, fog, dust storms or other unsuitable weather.

10. After application, the surface shall be allowed to dry for not less than 2 hours and not morethan 6 hours to the proper condition of tackiness to receive the following pavement course. Tack coat

shall be applied only so far in advance to pavement courses to obtain the proper condition oftackiness and the Contractor shall protect the tack coat from damage during this period.

11. If the completed tack coat is damaged by rain or dust, it shall be allowed to dry and cleaned

by power broom or blower and, if required by the Engineer, an additional light application of tack coatshall be applied. No additional payment shall be made for this work.

12. Where, in the opinion of the Engineer, a tack coat is not necessary, the Contractor shallclear, at his expense the existing surface free of dust and other deleterious material as described in

the preceding clauses.

Add the following item after 4.2.5.4

4.2.5.5 Protection of Adjacent Structures from Bitumen Splashing

1. When bituminous materials are being applied, the surface of all structures, wheel guards,guard rail, concrete barriers, kerbs and gutters, and other roadway appurtenances shall be protectedin an approved manner to prevent them from being splattered with bituminous material or marred byequipment operation. In the event that any appurtenances become splattered or marred, the

Contractor shall at his own expense, remove all traces of bituminous materials, and repair alldamage, and leave the appurtenances in an approved condition. Bitumen distributor machine shall bemaintained clean at all time during the construction to avoid spillage at work site.

2. The tack coat shall be protected from dust during the placement of asphalt material. If thetack coat found covered with dust, the tack coat shall be scraped off and re-applied by the Contractor

on his own cost.

4.2.6 Method of Measurement

Delete item 1 and 2 replace with the following:

1. The Bituminous Prime Coat shall be measured by weight of material applied in kilograms.

The weight shall be calculated from the actual rate of material applied on site, which shall bedetermined from results of tests conducted at site.

2. The Bituminous Tack Coat shall be measured by weight of material applied in kilograms. Theweight shall be calculated from the actual rate of material applied on site, which shall be determinedfrom results of tests conducted at site

4.3.3 Job Mixes and Project Mixes

Delete the item 8 and replace with the following:



8. The combined aggregate gradation should be adjusted within the allowable limits to achieve

maximum stability whilst not going below the minimum requirement for void content. The laboratory job mix formula shall fix a single definite percentage of aggregate passing each required sieve size, asingle definite percentage of bitumen binder to be added to the aggregate, a specified targettemperature at which the mix is to be emptied from the mixer, and a specified target temperature atwhich the mix is to be delivered to the works site. For tolerance limits applicable refer to Table 7.

Delete table 4.3.3.1 and replace with Table 7 under Section 4.3.9 of these Specifications.


10. The gradation of extracted aggregate shall be determined in accordance with ASTM D 5444.The bitumen content shall be determined in accordance with ASTM D 6307.


13. The minimum bitumen binder content according to the results of the Marshall Method of MixDesign should be used provided that it will still satisfy the durability, the stability and the void content

requirements.

14. Prior to final approval, the proposed job mix, but with a bituminous content at the upperpercentage limits shall be compacted to refusal, (400 to 600 blows) and the resulting voids in the mixshall not be less than 2%.

15. The final job mix must display the Marshall characteristics specified in Table 8.

16. Determination of VIM, VMA & VFB shall be in accordance with Manual Series MS-2.

4.3.5 Construction of Trial Sections


2. At least two samples of non-compacted material from the trial area shall be taken in

accordance with ASTM D979 and shall be analyzed in the presence of the Engineer to determine theaggregate grading and binder content. Stability, flow, Marshall Density and voids shall be determinedfor Marshall Specimens which are made from Plant / Site mixtures. The results shall be submitted tothe Engineer and shall be approved by him before further mixing or laying is carried out.

2a. Trial areas may form part of a temporary traffic detour subject to the approval of theEngineer. The compaction trials should be performed on the trial mixes. If the trial areas form part ofthe temporary traffic detour they shall not be paid for under the relevant Bill item.

4.3.6 Mixing Procedures


2. Immediately after heating, the aggregate or aggregates shall be screened into at least five (5)sizes and conveyed into separate bins ready for batching and mixing with bituminous material. Whenthe aggregates supplied are of such size and grading that separating into five (5) bins is impractical,the number of required separations may be reduced to four with the approval of the Engineer. Theefficiency of the screening operations shall be sufficient to produce, at plant operating capacity,



gradations in each of the sizes of heated and dried aggregates which are reasonably uniform and

result in the production of a mix complying with the limits specified for the aggregate gradation.

2a. The cold bins shall be calibrated with the materials to be used and the settings shall be suchas to produce a combined gradation in accordance with the job mix formula. The proportioning shallbe such that surpluses and shortages in the hot bins will not cause breaks in the continuous

operation. All the above shall be as approved by the Engineer.


4a. The mixing and compacting temperature of the mix shall be determined from the kinematic

viscosity of the bitumen, as shown in the Manual Series MS-2. The maximum allowable tolerance forthe mixing and compacting temperature is ±10 degree C. Any mix doesn’t conform to thisrequirements shall not be used into the works.

4b. The initial mixing time will be designated by the Engineer. Mixing time may be increased bythe Engineer if additional time is necessary to obtain a homogeneous mix and satisfactory coating.

4.3.8 Delivery, Spreading and Finishing

4.3.8.1 Delivery of Mix to Site


5. The temperature of the mix before the commencement of breakdown rolling shall be within±10 degree of the compacting temperature determined from the kinematic viscosity of the bitumen.


7. Method statement and equipment list shall be according to the type and number outlined in

the Contractor's detailed Programme of Work, as approved by the Engineer.

8. All equipment shall be so designed and operated as to produce a mix complying with therequirements of Contract Specifications. The equipments used shall be of adequate rated capacity, inperfect working condition. Obsolete or worn-out equipments will not be allowed at site.

9. The contractor shall provide adequate backup equipment for use in the event of mechanicalfailure. A sufficient amount of vital spare parts and a skilled mechanic team shall be available in theproject.

10. All moving equipment shall be operated by competent and experienced operators with valid

OMANI driving license. Refuelling and cleaning of the paver and any other equipment shall be made

outside any areas of asphalt pavement works.

11. Rolling equipment shall be self-propelled. The wheels on the rollers shall be equipped with

adjustable scrapers and the rollers shall have water tanks and sprinkling apparatus, which shall beused to keep the wheel wet, and prevent the surface material from sticking.

4.3.8.2 Setting Out and Reference Lines




4. The bituminous wearing course layer shall be laid using averaging beam attached on sides of

the paver. At the locations, where the installation of averaging beam is not possible, the bituminousmix for all layers shall be placed using paver with reference string line.

5. The use of the automatically controlled bituminous paver, to provide both longitudinal andtraverse control, shall include the furnishing and maintaining of a string line, fixed or mobile, by the

Contractor. The longitudinal and traverse controls shall operate independently of each other, to theextent that the surface of the bituminous mix will conform to the string line and will be uniform incross-section and crown.

4.3.8.3 Spreading and Finishing


4a. The mixture shall be laid upon an approved surface, spread and struck off to the requiredgrade elevation. When paving widths of one or two traffic lanes, the entire width shall be placed byone paver in one pass; longitudinal joints will not be permitted. When paving widths of more than twotraffic lanes, two pavers shall operate in echelon so that the entire width of the roadway is covered in

one pass. The second paver shall follow as closely as possible behind the first paver so that thetemperature of the mixture in the advance lane will not fall below 80 degree C. Each paver shall befully manned at all times that paving operations are in progress.

4b. The continuous presence of a qualified experienced engineer and surveyor from the

contractor are required during the asphalt laying operations.

4c. Plant production, the number of trucks, and the speed of the asphalt paver(s) shall be suchas to insure delivery of the mixture to the project in sufficient quantities and at such intervals as topermit the paving operation. Failure to maintain such delivery shall be cause for the Engineer to

suspend the work.

4d. The truck bed shall be raised slowly. When the mix is dumped too rapidly, segregationoccurs as coarse aggregates will roll down along the side of the loads.

4e. The hydraulic system of the truck-bed hoist should be frequently inspected to guard againsthydraulic fluid leakage. Such a leakage on the roadway surface will prevent good bonding betweenthe roadway and the new mat.

Add the flowing after item 6:

6a. When delivery of material is delayed so that a paver remains idle for more than 30 minutes orwhen the temperature of the mix falls below the minimum specified, the paver shall be moved awayfrom the end of the lane and the material in place fully compacted. When adequate material is at

hand to insure against further delay, the material at the end of the partially completed lane shall becut back and a transverse joint constructed.

6b. If a void should appear on the asphalt mat after it has been screeded, the contractor shallplace asphalt mixture by hand in the void and rake out all large aggregate. The Contractor must

minimize stepping over the fresh mat of asphalt during laying operations.



6c. Spillage of mix in front of the paver is not permitted. If any material found in front of the

paver, especially in front of the tyre or chain belt, the material shall be completely removed.

6d. When an end dump truck is used to deliver mix to the paver, the driver must back the truckup to the lay down machine but stop just short of the push rollers on the front of the paver. Once thetruck has come to a halt and the driver has released the brakes on the vehicle, the paver operator

should start the machine moving forward picking up the stopped truck.

6e. The paver shall be operated at a speed which will give the best results for the type of paverbeing used and which co-ordinates satisfactorily with the rate of delivery of the mix to the paver, toprovide a uniform rate of placement without intermittent operations of the paver.


14. Unless otherwise directed by the Engineer, where successive layers are to be placed, the

surface of the existing layer shall be swept clean with a power broom, or by other means as approvedby the Engineer, and a tack coat applied. Tack coat may not be required where the delay betweencourses laying is less than 48 hours and when the surface is fresh and clean and at the discretion of

the Engineer. The rate of application of tack coat shall be between 0.3 and 0.6 Kg / meter 2.

15. Bituminous mixes, except levelling courses shall be laid at an uncompacted thickness suchthat, after rolling the thickness of the compacted layer shall be:

Base Course : Min. 6 cm Max. 10 cmBinder Course : Min. 6 cm Max. 8 cmWearing Course : Min. 4 cm Max. 6 cm

16. The approval of the method statement and procedures established in the trail section shall beobtained from the Engineer prior to the commencement of the asphalt works.

17. No paving operations shall be started if rain is imminent.

4.3.8.5 Compaction


3a. The use of equipment which results in excessive crushing of the aggregate will not bepermitted. A minimum of three (3) rollers, one (1) steel wheel roller and two (2) pneumatic tyre typerollers shall be used with each spreading operation for each lane and at least one roller for each typeshall be available as backup.

3b. The roller steel drums and tyres shall be cleaned from dirt, mud and loose soil. Preventivemeasures shall be taken to avoid carrying mud to the bituminous surface.

3c. The Contractor shall provide adequate back-up equipment for use in the event of mechanicalfailure, all to the satisfaction of the Engineer.


15a. Final compaction and finish rolling shall be done by means of a tandem power steel roller instatic mode (without vibration), unless otherwise directed.


16. The road density requirements shall be equal to or greater than ninety eight (98) percent ofthe average Marshall density of each day's production for wearing course and ninety seven (97)



percent of the average Marshall density of each day's production for bituminous base course and

binder course. However, densities in excess of 101.8% shall not be permitted.


Re-Rolling of Bituminous Courses

18. Should any bituminous course fail to achieve the specified density, at the discretion of theEngineer rerolling may be allowed subject to the following conditions:

a. The densification to be achieved shall be 1% or less.

b. Only Pneumatic Tyre Rollers to be used weighing no greater than 18 tons.

c. Re-rolling to take place within 72 hours from the time of the initial rolling of the asphalt.

d. Re-rolling to take place at the time of the day when the asphalt has attained its maximum

natural temperature, to be determined by periodic temperature checks of the asphalt with atemperature gauge.

e. Re-rolling to be applied for a maximum of two hours.

f. Re-rolling to be carried out in the presence of the Engineer's Representative.

g. The section of the works in question shall be cored for density determination immediately

after the completion of re-rolling.

h. If after re-testing, the density achieved is 0.5% below the specified density, the asphaltic

material will be accepted in the works subject to a 20% reduction to the billed rates. If, on theother hand, the density is greater than 0.5% below the specified density, the asphalticmaterial shall be removed and new material to the specification laid at the Contractor's cost.

19. The Contractor shall protect all sections of newly compacted pavement from traffic until they

have hardened sufficiently to the approval of the Engineer. On heavily trafficked roads during thesummer months a minimum period of 7 days must elapse before the newly compacted pavement is

trafficked.

4.3.9 Sampling and Testing


1a. Samples of bituminous paving course mixes shall be taken from the mixing plant and/orbehind the paver prior to compaction, as per ASTM D979 of latest edition, check compliance with theapproved job mix requirements.


2. The density of the compacted mixes shall be related to the daily Marshall Density which shallbe determined by making four Standard Marshall Specimens from samples of the mix taken from themixing plant or paver. The density of each sample shall be determined and compared with the mean

value. Any individual result which varies from the mean by more than 0.015 gm/cc shall be rejected.Marshall Tests shall be repeated on a daily basis to establish the daily Marshall Density for thatparticular day's production. The daily Marshall Density shall not vary from the Job Mix Design Densityby more than + 1.0%.




3. The nominal size of the samples shall be ten (10) centimetres in diameter for binder courseand wearing course and fifteen (15) centimetres in diameter for base course.


4. The density of the mix as placed and compacted on the road shall be determined from corescut from the compacted courses on the road at locations specified by the Engineer. Samples shall beobtained in accordance with ASTM D979 in sets of two (2) from the same location on the road. Thefrequency of testing shall be three (3) sets of samples per traffic lane per three hundred (300) linear

meters per layer or a minimum of one (1) set per day for shorter runs, or as directed by the Engineerand such additional tests to determine limits of area deficient in density, or for retest shall be obtainedon Contractor’s own expense.

Add the following to item 6:

6a. All test holes shall be filled prior to road marking and opening road to traffic. The sides of the

holes shall be coated with tack coat material before filling an a suitable hammer shall be used forcompacting material in the holes.


7. All mixes produced shall conform to the Job Standard Mix approved by the Engineer, within

the ranges of tolerance specified in Table-4.3.3.1 and Table-4.4.3.1&4.5.3.1. Each day the Engineershall take as many samples of the materials and mix as he considers necessary and minimum of onesample for every 300 tons laid or part thereof for checking their required characteristics. Whenunsatisfactory results or changed conditions make it necessary, the Engineer shall instruct theContractor to establish a new job-standard following approval of the new mix design in accordance

with the preceding Clauses.

8. Should a change in a material be encountered or should a change in a source of material be

made, a new Job-Standard Mix shall be submitted by the Contractor in accordance with thepreceding Clauses and approved by the Engineer before the mix containing the new material isdelivered. Job materials will be rejected if they are found not to have the characteristics required bythe approved Job Standard Mix.

Table 4.3.3.1 - Job Mix Tolerance

Aggregate retained on 4.75mm Sieve or larger +/- 5%

Aggregate passing 4.75mm Sieve and retained on 0.85mm Sieve +/- 4%

Aggregate passing 0.85mm Sieve and retained on 0.075mm Sieve +/- 2%

Aggregate passing 0.075mm Sieve +/-1.0%

Bitumen Binder +/-0.2%

Temperature of mixing and placing +/- 10oC



Table 4.4.3.1&4.5.3.1 - Properties of Bituminous Mixes

Properties

BituminousBase

Course

BituminousBinderCourse

BituminousWearingCourse

Number of blows on each end of specimen 75 75 75

Stability at 60oC (Marshall) Minimum (N) 11760 11760 13720

Flow (Marshall) mm in 0.25 mm 8 - 14 8 - 14 8 - 16

Stiffness, minimum (N/0.25 mm) 1225 1225 1225

Percent air voids 4 - 8 4 - 8 4 - 8

Percent Voids in Mineral Aggregate (VMA, minimum) 13 14 14

Percent Voids Filled with Bitumen (VFB) 50 - 65 50 - 70 50 - 70

Loss of Marshall Stability (24 Hours) Max.25% Max. 25% Max. 25%

Filler/Bitumen Ratio 0.6 - 1.5 0.6 - 1.5 0.6 - 1.4

Delete Table 4.3.9.1 and replace with the following:

9. Bitumen Material: One sample shall be tested for penetration and softening point (ring andball method) tests every 80 tonnes or part thereof.

10. Aggregate: One sample for each stockpile every 2,000 cubic meters or part thereof shall be

taken and all tests stipulated in this Specification shall be performed.11. Bituminous Mix: One sample of mix shall be obtained from at least every 300 tones or partthereof and tested for bitumen content in accordance with ASTM D6307 and grading in accordancewith ASTM D5444. The Marshall specimens shall be prepared from every sample and tested for

density in accordance with ASTM D1188 or D2726, stability and flow in accordance with ASTMD1559 or ASTM D6927 and air voids contents (VIM, VMA and VFB) in accordance with MS-2.

12. Loss of Marshall Stability for 24 hours shall be tested on one sample at least every 7,000tons.

13. Thickness and compaction of cores and compaction cores shall be taken as specified inpreceding clauses.

4.3.11 Determination of Thickness of CoursesDelete item 4 and replace with the following:

4. The depth of each bituminous paving course shall be measured by cored samples. TheContractor shall furnish and operate an approved core drill for cutting samples from the compactedmix on the road. The equipment shall be capable of cutting the mix without shattering the edges ofthe specimen or otherwise disturbing the density of the specimen. The nominal size of the coredsamples shall be ten (10) centimetres in diameter for binder course and wearing course and fifteen



(15) centimetres in diameter for base course. Samples shall be obtained in accordance with ASTM

D979 in sets of two (2) from the same location of the road.

4a. Cores extracted for thickness measurement may be used for density determination and

density samples may be used for thickness measurements. Determination of thickness and densityof core samples shall be determined in accordance with ASTM D3549 & ASTM D1188 or ASTM

D2726 respectively and as required by Engineer.4b. For the purpose of establishing an adjusted unit rate for bituminous paving courses, units tobe considered separately are defined as three hundred (300) linear meters in each traffic lane. Thelast unit in each lane shall be three hundred (300) meters plus the fractional part of three hundred(300) meters remaining. At least three (3) samples of cores in sets of two (2) shall be taken at

random from each unit being sampled (i.e. six cores per unit).

4c. Other areas such as intersections, entrances, crossovers, ramps, etc. will be considered asone unit and the thickness of each unit shall be determined separately. Small irregular unit areas

may be included as part of another unit. At such point as the Engineer may select in each unit, three(3) samples of cores in sets of two (2) shall be taken for each unit of bituminous paving course. Oneunit shall represent an area of not more than 1125 square meters.

4.4 Bituminous Base Course

4.4.3 Job Mix and Project Mix

Delete item 2 and Table 4.4.3.1, and replace with Clauses 7, 8, Table-7 and Table 8 of Section 4.3.9of these Special Specifications.

4.5 Bituminous Binder and Wearing Courses

4.5.3 Job Mix and Project Mix

Delete items 2 to 3 and Table 4.5.3.1, and replace with Clauses 7, 8, Table-7 and Table-8 under

Section 4.3.9 of these Special Specifications.

4.12 Surface Rideability Measurement4.12.5 Testing Procedure


4. The surface rideability (IRI) shall be tested for each traffic lane. The test shall cover right and

left wheel paths.



4.12.7 Required Rideability

Delete Table 4.12.7.1 and replace with the following:

Final Roughness IRI (m/km) Price Adjustment

≤ 1.2 100 %

1.2 – 1.4 98%

1.4 – 1.6 85%

1.6 and above Mill, remove andreplace the top

wearing course layer

In addition, the rideability test results shall also meet the following;

Peak value over a 25 meter section 1.9(Not more than 2 values per 400 meters)

Documents

Asphalt Special Spec