PAVEMENT SURFACE TREATMENT
29.1 GENERAL
This section shall cover equipment, furnishing and applying asphaltic material and aggregate requirements.
29.2 EQUIPMENT
29.2.1 Asphalt Spraying Equipment: The equipment, to be used for spraying liquid asphaltic material, shall be pressure distributor, of following specifications:
a. It shall be of approved manufacture, with capacity not to be less than 950 liters.
b. It shall be mounted on pneumatic tires of such width and number that the load produced on the road surface will not exceed 100 kg. per cm width of tire.
c. The tank shall have a heating device able to heat a complete charge of asphaltic liquid, upto 180 degree centigrade. The heating device shall be so that over-heating will not occur.
d. The liquid shall be circulated or stirred during the heating.
e. The tank shall be insulated, in such a way, that the drop in temperature, when the tank is filled and not heated, will be less than 2 degree centigrade per hour.
f. A thermometer shall be fixed to the tank in order to be able to control, continuously, the temperature of the liquid. The thermometer shall be placed in such a way that the highest temperature in the tank is measured. A thermometer shall be fixed, which indicates the temperature of the liquid immediately before it leaves the spraying bar.
g. The tank shall be furnished with a device that indicates the contents. The pipes for filling the tank shall be furnished with an easily interchangeable filter.
h. The distributor shall be able to vary the spray width of the asphaltic liquid, in steps of maximum 100mm (4 inch) to a total width of 4m (13'). The spraying bar shall have nozzles, from which the liquid is discharged, in a fan-shaped spray, on the road surface, equally distributed over the total spraying width.
i. The distributor shall have a pump, driven by a separate motor, for dosing the liquid. The pump shall be furnished with an indicator, showing the performance in liters per minute. At the suction side, the pump shall have a filter easily exchangeable.
J, The distributor shall be furnished with a tachometer, indicating the speed in meter per minute. The tachometer shall be visible from tha driver's seat.
k. The function of the distributor shall be so exact that the deviation from the prescribed quantity, to be spread, on any unit area, does not exceed 10%.
I. The distributor shall be equipped with a device, for hand spraying of the bituminous liquid.
29.3 BITUMINOUS COAT
29.3.1 Description: This work shall consist of furnishing and applying asphaltic material, on the prepared and untreated surfaces, in accordance with these specifications and as shown on the Drawings or as directed by the Employer.
29.3.2 Material Requirements: Asphaltic materials shall conform to the requirements laid down in Section 05.1 and shall be cut back or emulsified asphalt, as specified.
29.3.3.3 Construction Requirements
a. Asphaltic material shall be sprayed by means of a pressure distributor, as described in Article 2.1, at the specified application temperature, stated in Section 05.1.
b. Except where otherwise specified, rates of application, of the liquid asphalt, shall be 0.5 liters per m2 (1.0 imp. gallons per 100 fe).
c. Immediately before applying the bituminous coat, treated, shall be swept, with a power broom, objectionable material. the full width of surface, to be to remove all dirt and other
d. Bituminous coats shall be applied, only, when the surface, to be treated, is dry; except that when emulsified asphalt is used, the surface may be reasonably moist.
e. No application shall be made when the weather is foggy or rainy.
f. All areas inaccessible to the distributor shall be sprayed, manually, using the device, for hand spraying, from the distributor.
g. Care shall be taken that the application of bituminous material is not in excess of the specified amount; any excess shall be blotted with sand or similarly treated.
h. The surfaces, of structures and trees, adjacent to the area, being treated, shall be protected, in such manner, as to prevent their being spattered or marred.
I. The Contractor shall maintain the bituminous coat, until the next course is applied.
j. The bituminous coat shall be left undisturbed, for a period of at least 24 hours, and shall not be opened to traffic, until it has penetrated and cured sufficiently so that it will not be picked up by the wheels of passing vehicles.
29.4 SURFACE TREATMENT
29.4.1 Description: This work shall consist of furnishing and applying asphaltic material, of the specified type and grade, with aggregate material of specified size and quality, in accordance with there specifications and as shown on the Drawings or as directed by the Employer.
29.4.2 Materials
a. Asphaltic Material: Asphaltic material shall conform to the requirements laid down in Section 05.1 Except where specified otherwise, asphalt cement (Grade 85-100) shall be used.
b. Aggregate
i. Aggregate shall comprise clean, tough and durable fragments of crushed gravel or stone. It shall be free from dirt or other objectionable matter.
ii. The percentage wear, as determined by AASHTO t-96 ( Los Angles Abrasion Test), at 500 revolutions, shall not be greater the 40, for the aggregate material.
iii. The aggregate, for each layer, of surface treatment, shall be of the specified nominal size.
29.4.3 Rates of Application of Material for Triple Surface Treatment:
Except where specified otherwise, following rates of application of materials shall be used for the triple surface treatment.
Surfacing
Layer Aggregate Asphaltic Material Application Rate kg/m2 (Ib/ft2)
Nominal Size
mm (Inch) Application Rate
m3/ 100m2 (ft3/100 ft2)
First (Bottom) 25-30 (1.00-1.25) 1.70 (5.58) 1.96 (0.40)
Second 6.13 (0.25-0.50) 0.84 (2.76) 1.22 (0.25)
Third 1.5-6 (0.06-0.25) 0.46 (1.51) 0.69 (0.14)
29.4.4 Construction Requirements
a. Weather and Seasonal Limitations
i. Bituminous material shall be applied, only, when the surface, to be treated, is dry or slightly damp and drying.
ii. The atmosphere temperature, in the shade, at the time of asphalt application, shall be above 13 Degree Centigrade, if rising or above 16 Degree Centigrade if falling.
iii. The asphalt application shall not be carried out in rain or dust storm.
b. Preparation of the Surface for Treatment
i. The surface shall be cleaned, of all loose dust and deleterious material, using mechanical broom and/or mechanical blower. Hand brooms may be approved by the Employer if sufficient labor is available.
ii. All necessary patching shall be carried out, to bring the surface of the patch to match the texture of the remaining road, as closely as possible, at least ten days ahead of treatment.
c. Application of Bituminous Materials
i. The bituminous material shall be applied, through a pressure distributor, as described in Article 2.1, at the specified rate of application.
ii. Successive widths of spray shall overlap by an appropriate amount to give even rate of spread over the joint. If the sprayer does not give a clear start and stop, building paper shall be spread across the road and the spray started and stopped on this. The paper shall be disposed of as directed by the Employer.
d. Spreading the Cover Aggregate
i. The cover aggregate, for each layer of bitumen shall be spread, at the specified rate, within 5 minutes of the application of bitumen.
ii. Any bare spots shall be covered up by hand or brushing material, from areas of surplus. Cover aggregate should be swept from the joint before the next width is sprayed.
e. Rolling
i. Rolling may be done by self-propelled pneumatic tyred roller (min. weight 3/4 ton per wheel with 40 psi tire pressure) or 6-12 ton three wheel rollers.
Ii. Rolling should not be continued when the chip pings show sign of crushing.
Iii After 24 hours, or longer period if the contractor elects, the surplus aggregate shall be removed by brushing, and the subsequent layers applied as specified in the same manner.
Tuesday, September 15, 2009
f. Opening of Traffic and Traffic Control
i. The pavement, undergoing surface treatment, shall not be opened to traffic, until the bituminous material has dried, and in the opinion of the Employer, will not pick up under the traffic.
ii. Provided that if it becomes necessary to permit traffic, prior to the drying time, which in no case shall be sooner than 24 hours, after the application of bituminous material; fine sand shall be applied, as directed by the Employer, and then the traffic shall be permitted to use the road so treated.
29.5 SCOPE OF WORK
This work shall consist of manufacture, transportation, placing, spreading, finishing and compacting the asphaltic concrete (plant-mixed) surfacing for pavement, in accordance with these specifications and in conformity with the lines, grades and cross-sections shown in the Drawings or as directed by the Employer.
29.5.1 MATERIAL REQUIREMENTS
29.5.2 Mineral Aggregates
29.5.2.1 General
The aggregates shall consist of coarse aggregates, fine aggregates and filler material, if required. The aggregates shall comprise clean, tough, durable and sound particles, of uniform quality and shall be free from decomposed materials, vegetable matter, shale lumps and other deleterious substances.
29.5.1.2 Coarse and Fine Aqqreqates
Course aggregate, which is the material retained on an AASHTO No.4 Sieve, shall consist of crushed rock or crushed gravel, having at least 2 faces mechanically crushed.
Fine aggregate which is the material passing AASHTO No.4 sieve, shall consist of 100% crushed material from rock or boulder. Fine aggregate shall be stored separately and no natural sand will be allowed in the mix.
The coarse and fine aggregates shall meet the following requirements:
a. The percent of wear by the Los Angeles Abrasion test (AASHTO T 96) shall not be more than 30.
b. The loss when subjected to five cycles of the Sodium Sulfate Soundness test (AASHTO T 104) shall be less than 12.
c. The Sand Equivalent (AASHTO T 176) determined after all processing except for addition of asphalt cement shall not be less than 45.
d. All aggregates shall have a liquid limit of not more than 25 and a Plasticity Index of not more than four 4, as determined by AASHTO T-89 and T-90, respectively.
e. The portion of aggregate retained on the 9.5 mm (3/8") sieve shall not contain more. than 15% by weight of flat and/or elongated particles (ratio of maximum to minimum dimension = 5:1).
The three dimensions of particles shall be nearly equal. For at least 80% of the particles, the proportion between the largest and smallest dimension shall be 2.5 or less and for at least 95% of the particles the same proportion shall be 3 or less.
The percentage of particles having certain proportions between their largest and smallest dimensions (i.e. between the largest distance the particles can fill out between two parallel planes that will permit the particle to pass), shall be determined in the following way:
I. Form a sample of course aggregates, all particles passing No.4 sieve shall be eliminated. The sample shall be of sufficient quantity that at least 100 particles remain.
ii. By means of a sliding caliper, the largest and smallest dimensions, as defined above, shall be determined for each particle and its proportion calculated.
iii. The total weights of particles having the proportions 2.5 or less and 3 or less, are determined and their percentage in relation to the total sample are calculated.
29.5.1.3 Filler Materials: When the combined grading of the coarse and fine aggregates is deficient in material passing the AASHTO NO.200 sieve, mineral filler material shall be added as approved by the Employer. The filer shall consist of finely divided mineral matter such as rock dusts, hydrated lime, hydraulic cement or other suitable mineral matter free from lumps, balls or other deleterious material and shall confirm to the following gradation:
US Standard Sieve Percent Passing by Weight
No.30 (0.600 mm) 100
No.50 (0.300 mm) 95-100
NO.200 (0.075 mm) 70-100
29.5.2 Asphaltic Material
Asphaltic binder to be mixed with the aggregate to produce asphaltic concrete shall be asphalt cement, with Penetration Grade of 40-50 or 60-70 as specified by the Employer. Generally it shall I meet the requirement of AASHTO M-20.
29.5.3 Asphalt Concrete Mixture
a. The grading of the combined mineral aggregates for the asphaltic concrete mixtures
(class A and B) for wearing courses shall conform to the following requirements:
US Standard Sieve Sizes Percentage passing by weight for
Mix Designation (Compacted Thickness)
Class-A (50-100 mm) Class-B (35-60mm)
-
1" (25 mm) 100 -
3/4" (19 mm) 90-100 100
1/2" (12.5 mm) - 75-90
56-70 -
3/6" (9.5 mm) 60-80
No.4 (4.75 mm) 35-50 40-60
No.8 (2.38 mm) 23-35 20-40
No.50 (0.30 mm) 5-12 5-15
No.200 (0.075 mm) 2-8 3-8
b. The proportion of asphalt contents shall not be less than 3.5% of the total mix, by
weight, for both Class A and B mixes.
c. The asphalt concrete mixture shall meet the following Marshal Test Criteria:
Compaction, number of blows, each end of specimen 75
Stability 1000 Kg (Min)
Flow, 0.25 mm (0.01 inch) 8 -14
Percent air voids in mix 5-8
Percent voids filled with bitumen 65 - 75
Percent voids in mineral aggregates 14 (Min)
Loss of Stability 20% (Max)
29.5.4 Job-Mix Formula
At least one week prior to production, a Job-Mix Formula (JMF) for the asphaltic concrete wearing course mixture or mixtures, to be used for the project, shall be established jointly by the Employer and the Contractor.
The JMF shall be establishe~ by Marshall Method of Mix Design according to the procedure prescribed in the Asp.halt Institute Manual Series No.2 (MS-20), May 1984 Edition or the latest Editiem.
The JMF, with the allowable tolerances, shall be within the master range specified in Section Each JMF shall indicate a single percentage of aggregate passing each required sieve and a single percentage of asphalt to be added to the aggregates.
After the JMF is established, all mixtures furnished for the project represented by samples taken from the asphalt plant during operation, shall conform'thereto within the following ranges of tolerances:
Combined aggregates gradation Passing No.4 and larger sieves Passing NO.8 to NO.100 sieves
Passing NO.200
Asphalt Content
Weight percent of total mix
:t 6.0 % :t 4.0 % :t 2.0 %
:t 0.3 %
In addition to meeting the afore-mentioned requirements, the mixture as established by
the JMF shall also satisfy the following requirement:.
Loss of Marshall Stability by Immersion of specimen in water at 60 DC, for 24 hours, as compared with the stability measured after immersion in water at 60 DC, for 20 minutes shall not exceed 20%. If the mixture fails to meet this criterion, the JMF shall be modified or an anti-stripping agent shall be used.
Should a change of sources of materials be made; a new Job Mix Formula shall be established before the new material is used. When unsatisfactory results or other conditions make it necessary,
a new job Mix Formula shall be required.
29.5.5 Asphalt Additives
Cellulose Fibers shall be used as an asphalt additive with the aim of eliminating bleeding tendencies. Normally 0.20-0.25% by weight of the total mix will be required. The fibers shall be fed into the plant by a separate feeder system or by hand into every batch. The weight of the fibers shall be determined in accordance with the percentage specified in the job-mix-formula.
29.6 CONSTRUCTION REQUIREMENTS
29.6.1 Asphaltic Concrete Mixing Plant
Plants used for the preparation of asphaltic .concrete mixtures shall be either "Batching Plants" or "Continuous Mixing Plants", conforming to AASHTO M 156, and of adequate capacity, coordinated and operated to produce a mixture within the limits of these specifications.
29.6.2 Preparation of Aggregates
Before being fed to the dryer, aggregates for the asphaltic concrete shall be separated into two or more sizes and stored separately. One storage unit shall contain aggregate of such size that 80 percent will pass Sieve No.4, and" the other unit shall contain aggregate of such size that 80 percent will be retained on Sieve No.4. Should the Contractor elect to use natural fine material, a separate storage unit for material shall be provided in addition to the two aforementioned units. If filler is used as a separate component, it shall also be stored and measured separately and accurately before being fed into the mixer.
In placing the materials in storage or in moving them from storage to the mixer, any method which causes segregation of uncontrolled combination of materials of different grading shall be discontinued and the segregated or degraded material shall be re¬screened, or wasted, and, if necessary passed through the dryer before being mixed.
Fine and coarse aggregates shall be dried and heated so that when delivered to the mixer they shall not be at a temperature not more than 15°C above the mixing temperature for the asphalt cement being used, or as directed by the Employer.
29.6.3 Hauling Equipment
Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal beds which have been thinly coated with an approved material to prevent the mixture from adhering to the beds. Each truck shall have a cover of canvas or other suitable material of such size as to protect the mixture from the weather. When necessary, so that the mixture will be delivered on the road at the specified temperature, covers shall be securely fastened.
i. The pavement, undergoing surface treatment, shall not be opened to traffic, until the bituminous material has dried, and in the opinion of the Employer, will not pick up under the traffic.
ii. Provided that if it becomes necessary to permit traffic, prior to the drying time, which in no case shall be sooner than 24 hours, after the application of bituminous material; fine sand shall be applied, as directed by the Employer, and then the traffic shall be permitted to use the road so treated.
29.5 SCOPE OF WORK
This work shall consist of manufacture, transportation, placing, spreading, finishing and compacting the asphaltic concrete (plant-mixed) surfacing for pavement, in accordance with these specifications and in conformity with the lines, grades and cross-sections shown in the Drawings or as directed by the Employer.
29.5.1 MATERIAL REQUIREMENTS
29.5.2 Mineral Aggregates
29.5.2.1 General
The aggregates shall consist of coarse aggregates, fine aggregates and filler material, if required. The aggregates shall comprise clean, tough, durable and sound particles, of uniform quality and shall be free from decomposed materials, vegetable matter, shale lumps and other deleterious substances.
29.5.1.2 Coarse and Fine Aqqreqates
Course aggregate, which is the material retained on an AASHTO No.4 Sieve, shall consist of crushed rock or crushed gravel, having at least 2 faces mechanically crushed.
Fine aggregate which is the material passing AASHTO No.4 sieve, shall consist of 100% crushed material from rock or boulder. Fine aggregate shall be stored separately and no natural sand will be allowed in the mix.
The coarse and fine aggregates shall meet the following requirements:
a. The percent of wear by the Los Angeles Abrasion test (AASHTO T 96) shall not be more than 30.
b. The loss when subjected to five cycles of the Sodium Sulfate Soundness test (AASHTO T 104) shall be less than 12.
c. The Sand Equivalent (AASHTO T 176) determined after all processing except for addition of asphalt cement shall not be less than 45.
d. All aggregates shall have a liquid limit of not more than 25 and a Plasticity Index of not more than four 4, as determined by AASHTO T-89 and T-90, respectively.
e. The portion of aggregate retained on the 9.5 mm (3/8") sieve shall not contain more. than 15% by weight of flat and/or elongated particles (ratio of maximum to minimum dimension = 5:1).
The three dimensions of particles shall be nearly equal. For at least 80% of the particles, the proportion between the largest and smallest dimension shall be 2.5 or less and for at least 95% of the particles the same proportion shall be 3 or less.
The percentage of particles having certain proportions between their largest and smallest dimensions (i.e. between the largest distance the particles can fill out between two parallel planes that will permit the particle to pass), shall be determined in the following way:
I. Form a sample of course aggregates, all particles passing No.4 sieve shall be eliminated. The sample shall be of sufficient quantity that at least 100 particles remain.
ii. By means of a sliding caliper, the largest and smallest dimensions, as defined above, shall be determined for each particle and its proportion calculated.
iii. The total weights of particles having the proportions 2.5 or less and 3 or less, are determined and their percentage in relation to the total sample are calculated.
29.5.1.3 Filler Materials: When the combined grading of the coarse and fine aggregates is deficient in material passing the AASHTO NO.200 sieve, mineral filler material shall be added as approved by the Employer. The filer shall consist of finely divided mineral matter such as rock dusts, hydrated lime, hydraulic cement or other suitable mineral matter free from lumps, balls or other deleterious material and shall confirm to the following gradation:
US Standard Sieve Percent Passing by Weight
No.30 (0.600 mm) 100
No.50 (0.300 mm) 95-100
NO.200 (0.075 mm) 70-100
29.5.2 Asphaltic Material
Asphaltic binder to be mixed with the aggregate to produce asphaltic concrete shall be asphalt cement, with Penetration Grade of 40-50 or 60-70 as specified by the Employer. Generally it shall I meet the requirement of AASHTO M-20.
29.5.3 Asphalt Concrete Mixture
a. The grading of the combined mineral aggregates for the asphaltic concrete mixtures
(class A and B) for wearing courses shall conform to the following requirements:
US Standard Sieve Sizes Percentage passing by weight for
Mix Designation (Compacted Thickness)
Class-A (50-100 mm) Class-B (35-60mm)
-
1" (25 mm) 100 -
3/4" (19 mm) 90-100 100
1/2" (12.5 mm) - 75-90
56-70 -
3/6" (9.5 mm) 60-80
No.4 (4.75 mm) 35-50 40-60
No.8 (2.38 mm) 23-35 20-40
No.50 (0.30 mm) 5-12 5-15
No.200 (0.075 mm) 2-8 3-8
b. The proportion of asphalt contents shall not be less than 3.5% of the total mix, by
weight, for both Class A and B mixes.
c. The asphalt concrete mixture shall meet the following Marshal Test Criteria:
Compaction, number of blows, each end of specimen 75
Stability 1000 Kg (Min)
Flow, 0.25 mm (0.01 inch) 8 -14
Percent air voids in mix 5-8
Percent voids filled with bitumen 65 - 75
Percent voids in mineral aggregates 14 (Min)
Loss of Stability 20% (Max)
29.5.4 Job-Mix Formula
At least one week prior to production, a Job-Mix Formula (JMF) for the asphaltic concrete wearing course mixture or mixtures, to be used for the project, shall be established jointly by the Employer and the Contractor.
The JMF shall be establishe~ by Marshall Method of Mix Design according to the procedure prescribed in the Asp.halt Institute Manual Series No.2 (MS-20), May 1984 Edition or the latest Editiem.
The JMF, with the allowable tolerances, shall be within the master range specified in Section Each JMF shall indicate a single percentage of aggregate passing each required sieve and a single percentage of asphalt to be added to the aggregates.
After the JMF is established, all mixtures furnished for the project represented by samples taken from the asphalt plant during operation, shall conform'thereto within the following ranges of tolerances:
Combined aggregates gradation Passing No.4 and larger sieves Passing NO.8 to NO.100 sieves
Passing NO.200
Asphalt Content
Weight percent of total mix
:t 6.0 % :t 4.0 % :t 2.0 %
:t 0.3 %
In addition to meeting the afore-mentioned requirements, the mixture as established by
the JMF shall also satisfy the following requirement:.
Loss of Marshall Stability by Immersion of specimen in water at 60 DC, for 24 hours, as compared with the stability measured after immersion in water at 60 DC, for 20 minutes shall not exceed 20%. If the mixture fails to meet this criterion, the JMF shall be modified or an anti-stripping agent shall be used.
Should a change of sources of materials be made; a new Job Mix Formula shall be established before the new material is used. When unsatisfactory results or other conditions make it necessary,
a new job Mix Formula shall be required.
29.5.5 Asphalt Additives
Cellulose Fibers shall be used as an asphalt additive with the aim of eliminating bleeding tendencies. Normally 0.20-0.25% by weight of the total mix will be required. The fibers shall be fed into the plant by a separate feeder system or by hand into every batch. The weight of the fibers shall be determined in accordance with the percentage specified in the job-mix-formula.
29.6 CONSTRUCTION REQUIREMENTS
29.6.1 Asphaltic Concrete Mixing Plant
Plants used for the preparation of asphaltic .concrete mixtures shall be either "Batching Plants" or "Continuous Mixing Plants", conforming to AASHTO M 156, and of adequate capacity, coordinated and operated to produce a mixture within the limits of these specifications.
29.6.2 Preparation of Aggregates
Before being fed to the dryer, aggregates for the asphaltic concrete shall be separated into two or more sizes and stored separately. One storage unit shall contain aggregate of such size that 80 percent will pass Sieve No.4, and" the other unit shall contain aggregate of such size that 80 percent will be retained on Sieve No.4. Should the Contractor elect to use natural fine material, a separate storage unit for material shall be provided in addition to the two aforementioned units. If filler is used as a separate component, it shall also be stored and measured separately and accurately before being fed into the mixer.
In placing the materials in storage or in moving them from storage to the mixer, any method which causes segregation of uncontrolled combination of materials of different grading shall be discontinued and the segregated or degraded material shall be re¬screened, or wasted, and, if necessary passed through the dryer before being mixed.
Fine and coarse aggregates shall be dried and heated so that when delivered to the mixer they shall not be at a temperature not more than 15°C above the mixing temperature for the asphalt cement being used, or as directed by the Employer.
29.6.3 Hauling Equipment
Trucks used for hauling bituminous mixtures shall have tight, clean, smooth metal beds which have been thinly coated with an approved material to prevent the mixture from adhering to the beds. Each truck shall have a cover of canvas or other suitable material of such size as to protect the mixture from the weather. When necessary, so that the mixture will be delivered on the road at the specified temperature, covers shall be securely fastened.
29.6.4 Bituminous Pavers
Bituminous pavers shall be self-contained, power-propelled units, provided with an activated screed or strike-off assembly, heated if necessary and capable of spreading and finishing courses of bituminous plant-mix material in lane widths applicable to the specified typical section and thicknesses shown on the plans. Pavers used for shoulders and similar construction shall be capable of spreading and finishing course of bitumi¬nous plant mix material in widths shown on the plans.
The pavers shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The pavers shall be equipped with automatic feed controls, properly adjusted to maintain a uniform depth of material ahead of the screed.
The screed or strike-off assembly shall effectively produce a finished surface of the required evenness and texture without tearing, shoving or gouging the mixture..
When laying mixtures, the paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mixture.
The paver shall be equipped with automatic screed controls with sensors for either or both sides of the paver, capable of sensing 'grade from an outside reference line, sensing the transverse slope of the screed and providing the automatic signals which operate the screed to maintain the desired grade and transverse slope. The sensor shall be so constructed that it will operate from a reference line or a ski-like arrangement.
The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent.
Manual operation will be permitted in the construction of irregularly shaped and minor areas.
Whenever a breakdown or malfunction of the automatic controls occurs, the equipment may be operated manually or by other methods for the remainder of the. normal working day on which the breakdown or malfunction occurred provided this method of operation will produce results otherwise meeting specifications.
Reference lines will be required for 'both outer edges of the traveled way for each main line roadway for vertical control. Horizontal control utilizing the reference line will be permitted, The grade and slope for intermediate lanes shall be controlled automatically from reference lines or by means of a ski and a slope control device or a dual ski arrangement. When the finish of the grade prepared for paving is superior to the established tolerance and, when in the opinion of the Employer, further improvement to the line, grade, cross sections and smoothness can best be achieved without the use of the reference line; a ski-like arrangement may be substituted subject to the continued approval of the Employer. The use of the reference lines shall be reinstated immediately whenever the Contractor fails to maintain a superior pavement. The Contractor shall furnish and install all pins, brackets, tensioning devices, wire ~nd accessories necessary for satisfactory operation of the automatic control equipment.
29.6.5 Rollers
Rollers shall be steel wheel, pneumatic tire or vibratory, or a combination thereof. The roller(s) shall be in good condition, capable of reversing without backlash, and shall be operated at speeds slow enough to avoid displacement to the bituminous mixture. The number and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. Vibratory rollers shall be acceptable for bituminous mixture compaction. The use of equipment which results in excessive crushing of the aggregate will not be permitted.
29.6.6 Preparation of Base or Existing Pavement Surface
Before spreading materials, the surface of base or existing pavement on which the mix is to be placed shall be conditioned by application of a prime or tack coat as specified.
After a prime coat is applied, it shall be left undisturbed not less than 24 hours. The Contractor shall maintain the primed surface until the mix material has been placed.
This maintenance shall include the spreading of sand or other approved material, if necessary to prevent adherence of the prime coat to the tires of vehicles using the primed surface, and patching any breaks in the primed surfCJce with additional bituminous material. Any area of primed surface that has become damaged shall be repaired before the mix is placed.
After a tack coat is applied, it shall be allowed to dry until it is in the proper condition of tackiness to receive the mix. The tack coat shall be applied only as far in advance of the placing of mix as is necessary to obtain the proper condition of tackiness. Any breaks in the tack coat shall be repaired.
When the surface of the existing pavement or old base is irregular, it shall be brought to uniform grade and cross-section by leveling course as directed.
A thin coating of bituminous material shall be placed on contact surface of curbing, gutters, manholes, and other structures prior to the bituminous mixture being placed against them.
29.6.7 Spreading and Finishing
The mixture shall be laid upon an approved surface, spread and struck off to the section and elevation established. Bituminous pavers shall be used to distribute the mixture either over the entire width or over such partial width as may be practicable.
The longitudinal joint in one layer shall offset that in the layer immediately below by approximately 15.0 cm; however, the joint in the top layer shall be at the centerline of the pavement if the roadway comprises two lanes of width, or at lane lines if the roadway' is more than 2 lanes in width.
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable, the mixture shall be spread and raked by hand tools. For such areas the mixture shall be dumped, spread and screeded to give the required compacted thickness.
When production of the mixture can be maintained and when practical, the pavers shall be used in echelon to place the wearing course in adjacent lanes and shoulders.
All mixtures shall be spread at a temperature of not less than 140°C (284°F) and all initial rolling or tamping shall be performed when the temperature of the mixture is such that the sum of the air. temperature plus the temperature of the mixture is between
165°C (330°F) and 190°C (375°F). The mixture shall not be placed on any wet surface or when weather conditions will otherwise prevent its proper handling or finishing.
29.6.8 Compaction
The surface shall be rolled when the mixture is in the proper condition and when the rolling does not cause undue displacement, cracking or shoving.
The number, weight and type of rollers of furnished shall be sufficient to obtain the required compaction while the mixture is in workable condition, The sequence of rolling operations and the selection of roller types shall provide the specified pavement density. Initial rolling with a tandem steel roller or a three-wheeled steel roller shall follow the paver as closely as possible.
Unless otherwise directed, rolling shall begin at the sides and proceed longitudinally parallel to the road centerline, each trip overlapping one-half of the roller width, gradually progressing to the crown of the road. When paving in echelon or abutting a previously placed lane, the longitudinal joint should be rolled first followed by the regular rolling procedure. On super-elevated curves, the rolling shall begin at the low side and progress to the high side by overlapping of longitudinal trips parallel to the centerline. Intermediate rolling with a pneumatic tired roller shall be done behind, the initial rolling. Final rolling shall eliminate marks from previous rolling.
Rollers shall move at a slow but uniform speed with the drive roll or wheels nearest the paver. Rolling shall be continued until all roller marks are eliminated and a minimum density of 90 percent of the theoretical maximum density or a minimum density of 97 percent of a laboratory compacted specimen made in the proportions of the Job Mix Formula has been obtained.
Any displacement occurring as a result of the reversing of the direction of a roller, or from other causes, shall be corrected at once by the use of rakes and addition of fresh mixture when required. Care shall be exercised in rolling not to displace the line and grade of the edges of the bituminous mixture.
To prevent adhesion of the mixture to the rollers, it may be necessary to keep the wheels properly moistened with water or water mixed with very small quantities of detergent or other approved material. Excess liquid will not be permitted.
Along forms, curbs, headers, walls and other places not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers. On depressed areas, a trench roller may be used or cleated compression strips may be used under the roller to transmit compression to the depressed area.
Any mixture that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced with fresh hot mixture, which shall be compacted to conform with the surrounding area. Any area showir:lg an excess or deficiency of bituminous material shall be removed and replaced.
29.6.9 Pavement Thickness and Tolerances
The asphalt concrete wearing course shall be compacted to the desired level and cross slope as shown on the Drawing or as directed by the Employer.
The tolerances in compacted thickness of the wearing course shall be j: 5% from the desired thickness shown on the Drawings. For determination of the average thickness, 6 cores per kilometer shall be taken as directed by the Employer. If the average thickness so determined is deficient by more than 5%, the Employer shall decide whether to accept the deficit thickness or to direct reconstruction.
The surface of the wearing course shall be tested by the Employer using a 3-meter straightedge at selected locations. The variation of the surface from the' testing edge of the straightedge between any two contacts, longitudinal or transverse with the surface shall at no point exceed 5 millimeters.
The cross fail or camber shall be within:!:. 0.2% of that specified, and the level at any point shall be within:!:. 5.0 millimeters of the level shown on the plans. All humps or depressions exceeding the specified tolerance shall be corrected by removing the defective work and replacing it with new material, by overlaying, or by other means satisfactory to the Employer.
29.6.10 Acceptance Sampling and Testing
Acceptance sampling and testing with respect to materials and construction requirements shall be in accordance with the following table:
Material Test AASHTO Sampling and Testing
Designation Frequency
Coarse Abrasion T 96 3/source plus 1/5000m3
Aggregate Sodium Sulfate Soundness T 104 3/source plus 1/5000m3
Stripping T 182 3/source
Fracture faces Visual 3/source plus as required
based on visual observation
Flat and Elongated Visual 3/source plus as required
Particles . based on visual observation
Specific Gravity T 85 2/source for each size in hot
bins of Asphalt Plant
Material Test AASHTO Sampling and Testing
Designation Frequency
Fine Sand Equivalent T 176 3!source rlus as required
Aggregate OR OR based on visual observation
Plasticity Index T 89 & T 90
Specific Gravity T 84 2!source
Asphalt Specific Gravity T 228 2!shipment
Cement
Penetration T 49 3!week of plant operation,
Samples taken from heating
tank at staggered intervals.
Mixture Extraction T 164 3!day's production
Gradation 130 3!day's production
Bulk S.G T 166 (Method B) 3!day's production
Maximum S.G T 209 3!day's production
Air Voids T 269 3!day's production
Voids Filled W!Bitumen Computed Per 3!day's production
Inst. Procedure
Mixture Thickness T 230 1!layer @ 100 m. average
Compacted in interval
Place Compaction T 230 or ASTM 1!layer!each 100 m laid
o 2950
29.6.10.1." DESCRIPTION
a. This work shall consist of furnishing and laying pavement edging, curbs and gutter, of specified type and materials, on a prepared subgrade surface, in accordance with these specifications and to the lines, grades, thickness and cross sections shown on the Drawings and/or as directed by the Employer.
b. All the provisions of Section 05.1 shall apply to this section of specifications.
29.6.10.2. MATERIALS
29.6.10.3 General
a. Bricks, Portland cement and water shall conform to the requirements, laid down in
Section 02.1 "Common Building Materials".
b. Portland cement concrete and formwork shall conform to the requirements, laid
down in Section 08.1.1 "Portland Cement Concrete".
c. Sand, for bedding under edging, curbs and gutters shall be locally available clean
sand.
29.6.10.3 Pavement Edging: Except where otherwise specified, pavement edging shall consist of a single layer of brick on edge, with 230mm x 75mm (9" x 3") face, contiguous to the pavement edge, with close joints, laid over 25mm (1") sand cushion and sand grouted.
29.6.10.4 Road Curbs and Gutters: Except where otherwise specified, road curb and gutter units shall be of precast, plain Portland Cement Concrete (Class C), with fair finish on all visible faces, constructed to lengths, shapes and other details, as shown in the Drawings.
29.7. CONSTRUCTION REQUIREMENTS
29.7.1 Pavement Edging
a. Except for the top most layer of the base course, all other layers, of subbase and base courses, shall. be laid and compacted without laying edging, but after completion of the consecutive layers of earthen shoulders at the same level, as the pavement layer to be rolled.
b. While laying the top most layer of the base course, the edging units layer shall be laid, over sand cushion, of specified thickness, with close joints and sand grouted.
c. The top of the edging units, after rolling, shall be in line with the finished profile of the base course. The edging layer shall be rolled, simultaneously, with the final layer of base course, after completion of the earthen shoulders.
29.7.2 Road Curbs and Gutters
a. Excavation: Excavation shall be made to the required depth and the subgrade, upon which the curb is to be set, shall be compacted to an even surface. All soft and unsuitable material shall be removed and replaced with suitable material, which, shall be thoroughly compacted.
b. Sand Bed: Where specified, a sand layer, of specified thickness, shall be placed
and compacted over well-prepared subgrade.
c. Blindinq Concrete: Where specified, a blinding concrete layer, of specifjed class and thickness, shall be placed, over the sand bed, or directly over well prepared subgrade, as shown.
d. Installation: The curbs and gutters shall be so set, that the face and top lines
conform to the required lines and grades.
e. Joints: Curbs and gutters shall be laid with joints, as close as possible. These
joints shall be filled with 1:3 cement sand mortar.
Bituminous pavers shall be self-contained, power-propelled units, provided with an activated screed or strike-off assembly, heated if necessary and capable of spreading and finishing courses of bituminous plant-mix material in lane widths applicable to the specified typical section and thicknesses shown on the plans. Pavers used for shoulders and similar construction shall be capable of spreading and finishing course of bitumi¬nous plant mix material in widths shown on the plans.
The pavers shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The pavers shall be equipped with automatic feed controls, properly adjusted to maintain a uniform depth of material ahead of the screed.
The screed or strike-off assembly shall effectively produce a finished surface of the required evenness and texture without tearing, shoving or gouging the mixture..
When laying mixtures, the paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mixture.
The paver shall be equipped with automatic screed controls with sensors for either or both sides of the paver, capable of sensing 'grade from an outside reference line, sensing the transverse slope of the screed and providing the automatic signals which operate the screed to maintain the desired grade and transverse slope. The sensor shall be so constructed that it will operate from a reference line or a ski-like arrangement.
The transverse slope controller shall be capable of maintaining the screed at the desired slope within plus or minus 0.1 percent.
Manual operation will be permitted in the construction of irregularly shaped and minor areas.
Whenever a breakdown or malfunction of the automatic controls occurs, the equipment may be operated manually or by other methods for the remainder of the. normal working day on which the breakdown or malfunction occurred provided this method of operation will produce results otherwise meeting specifications.
Reference lines will be required for 'both outer edges of the traveled way for each main line roadway for vertical control. Horizontal control utilizing the reference line will be permitted, The grade and slope for intermediate lanes shall be controlled automatically from reference lines or by means of a ski and a slope control device or a dual ski arrangement. When the finish of the grade prepared for paving is superior to the established tolerance and, when in the opinion of the Employer, further improvement to the line, grade, cross sections and smoothness can best be achieved without the use of the reference line; a ski-like arrangement may be substituted subject to the continued approval of the Employer. The use of the reference lines shall be reinstated immediately whenever the Contractor fails to maintain a superior pavement. The Contractor shall furnish and install all pins, brackets, tensioning devices, wire ~nd accessories necessary for satisfactory operation of the automatic control equipment.
29.6.5 Rollers
Rollers shall be steel wheel, pneumatic tire or vibratory, or a combination thereof. The roller(s) shall be in good condition, capable of reversing without backlash, and shall be operated at speeds slow enough to avoid displacement to the bituminous mixture. The number and weight of rollers shall be sufficient to compact the mixture to the required density while it is still in a workable condition. Vibratory rollers shall be acceptable for bituminous mixture compaction. The use of equipment which results in excessive crushing of the aggregate will not be permitted.
29.6.6 Preparation of Base or Existing Pavement Surface
Before spreading materials, the surface of base or existing pavement on which the mix is to be placed shall be conditioned by application of a prime or tack coat as specified.
After a prime coat is applied, it shall be left undisturbed not less than 24 hours. The Contractor shall maintain the primed surface until the mix material has been placed.
This maintenance shall include the spreading of sand or other approved material, if necessary to prevent adherence of the prime coat to the tires of vehicles using the primed surface, and patching any breaks in the primed surfCJce with additional bituminous material. Any area of primed surface that has become damaged shall be repaired before the mix is placed.
After a tack coat is applied, it shall be allowed to dry until it is in the proper condition of tackiness to receive the mix. The tack coat shall be applied only as far in advance of the placing of mix as is necessary to obtain the proper condition of tackiness. Any breaks in the tack coat shall be repaired.
When the surface of the existing pavement or old base is irregular, it shall be brought to uniform grade and cross-section by leveling course as directed.
A thin coating of bituminous material shall be placed on contact surface of curbing, gutters, manholes, and other structures prior to the bituminous mixture being placed against them.
29.6.7 Spreading and Finishing
The mixture shall be laid upon an approved surface, spread and struck off to the section and elevation established. Bituminous pavers shall be used to distribute the mixture either over the entire width or over such partial width as may be practicable.
The longitudinal joint in one layer shall offset that in the layer immediately below by approximately 15.0 cm; however, the joint in the top layer shall be at the centerline of the pavement if the roadway comprises two lanes of width, or at lane lines if the roadway' is more than 2 lanes in width.
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable, the mixture shall be spread and raked by hand tools. For such areas the mixture shall be dumped, spread and screeded to give the required compacted thickness.
When production of the mixture can be maintained and when practical, the pavers shall be used in echelon to place the wearing course in adjacent lanes and shoulders.
All mixtures shall be spread at a temperature of not less than 140°C (284°F) and all initial rolling or tamping shall be performed when the temperature of the mixture is such that the sum of the air. temperature plus the temperature of the mixture is between
165°C (330°F) and 190°C (375°F). The mixture shall not be placed on any wet surface or when weather conditions will otherwise prevent its proper handling or finishing.
29.6.8 Compaction
The surface shall be rolled when the mixture is in the proper condition and when the rolling does not cause undue displacement, cracking or shoving.
The number, weight and type of rollers of furnished shall be sufficient to obtain the required compaction while the mixture is in workable condition, The sequence of rolling operations and the selection of roller types shall provide the specified pavement density. Initial rolling with a tandem steel roller or a three-wheeled steel roller shall follow the paver as closely as possible.
Unless otherwise directed, rolling shall begin at the sides and proceed longitudinally parallel to the road centerline, each trip overlapping one-half of the roller width, gradually progressing to the crown of the road. When paving in echelon or abutting a previously placed lane, the longitudinal joint should be rolled first followed by the regular rolling procedure. On super-elevated curves, the rolling shall begin at the low side and progress to the high side by overlapping of longitudinal trips parallel to the centerline. Intermediate rolling with a pneumatic tired roller shall be done behind, the initial rolling. Final rolling shall eliminate marks from previous rolling.
Rollers shall move at a slow but uniform speed with the drive roll or wheels nearest the paver. Rolling shall be continued until all roller marks are eliminated and a minimum density of 90 percent of the theoretical maximum density or a minimum density of 97 percent of a laboratory compacted specimen made in the proportions of the Job Mix Formula has been obtained.
Any displacement occurring as a result of the reversing of the direction of a roller, or from other causes, shall be corrected at once by the use of rakes and addition of fresh mixture when required. Care shall be exercised in rolling not to displace the line and grade of the edges of the bituminous mixture.
To prevent adhesion of the mixture to the rollers, it may be necessary to keep the wheels properly moistened with water or water mixed with very small quantities of detergent or other approved material. Excess liquid will not be permitted.
Along forms, curbs, headers, walls and other places not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers. On depressed areas, a trench roller may be used or cleated compression strips may be used under the roller to transmit compression to the depressed area.
Any mixture that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced with fresh hot mixture, which shall be compacted to conform with the surrounding area. Any area showir:lg an excess or deficiency of bituminous material shall be removed and replaced.
29.6.9 Pavement Thickness and Tolerances
The asphalt concrete wearing course shall be compacted to the desired level and cross slope as shown on the Drawing or as directed by the Employer.
The tolerances in compacted thickness of the wearing course shall be j: 5% from the desired thickness shown on the Drawings. For determination of the average thickness, 6 cores per kilometer shall be taken as directed by the Employer. If the average thickness so determined is deficient by more than 5%, the Employer shall decide whether to accept the deficit thickness or to direct reconstruction.
The surface of the wearing course shall be tested by the Employer using a 3-meter straightedge at selected locations. The variation of the surface from the' testing edge of the straightedge between any two contacts, longitudinal or transverse with the surface shall at no point exceed 5 millimeters.
The cross fail or camber shall be within:!:. 0.2% of that specified, and the level at any point shall be within:!:. 5.0 millimeters of the level shown on the plans. All humps or depressions exceeding the specified tolerance shall be corrected by removing the defective work and replacing it with new material, by overlaying, or by other means satisfactory to the Employer.
29.6.10 Acceptance Sampling and Testing
Acceptance sampling and testing with respect to materials and construction requirements shall be in accordance with the following table:
Material Test AASHTO Sampling and Testing
Designation Frequency
Coarse Abrasion T 96 3/source plus 1/5000m3
Aggregate Sodium Sulfate Soundness T 104 3/source plus 1/5000m3
Stripping T 182 3/source
Fracture faces Visual 3/source plus as required
based on visual observation
Flat and Elongated Visual 3/source plus as required
Particles . based on visual observation
Specific Gravity T 85 2/source for each size in hot
bins of Asphalt Plant
Material Test AASHTO Sampling and Testing
Designation Frequency
Fine Sand Equivalent T 176 3!source rlus as required
Aggregate OR OR based on visual observation
Plasticity Index T 89 & T 90
Specific Gravity T 84 2!source
Asphalt Specific Gravity T 228 2!shipment
Cement
Penetration T 49 3!week of plant operation,
Samples taken from heating
tank at staggered intervals.
Mixture Extraction T 164 3!day's production
Gradation 130 3!day's production
Bulk S.G T 166 (Method B) 3!day's production
Maximum S.G T 209 3!day's production
Air Voids T 269 3!day's production
Voids Filled W!Bitumen Computed Per 3!day's production
Inst. Procedure
Mixture Thickness T 230 1!layer @ 100 m. average
Compacted in interval
Place Compaction T 230 or ASTM 1!layer!each 100 m laid
o 2950
29.6.10.1." DESCRIPTION
a. This work shall consist of furnishing and laying pavement edging, curbs and gutter, of specified type and materials, on a prepared subgrade surface, in accordance with these specifications and to the lines, grades, thickness and cross sections shown on the Drawings and/or as directed by the Employer.
b. All the provisions of Section 05.1 shall apply to this section of specifications.
29.6.10.2. MATERIALS
29.6.10.3 General
a. Bricks, Portland cement and water shall conform to the requirements, laid down in
Section 02.1 "Common Building Materials".
b. Portland cement concrete and formwork shall conform to the requirements, laid
down in Section 08.1.1 "Portland Cement Concrete".
c. Sand, for bedding under edging, curbs and gutters shall be locally available clean
sand.
29.6.10.3 Pavement Edging: Except where otherwise specified, pavement edging shall consist of a single layer of brick on edge, with 230mm x 75mm (9" x 3") face, contiguous to the pavement edge, with close joints, laid over 25mm (1") sand cushion and sand grouted.
29.6.10.4 Road Curbs and Gutters: Except where otherwise specified, road curb and gutter units shall be of precast, plain Portland Cement Concrete (Class C), with fair finish on all visible faces, constructed to lengths, shapes and other details, as shown in the Drawings.
29.7. CONSTRUCTION REQUIREMENTS
29.7.1 Pavement Edging
a. Except for the top most layer of the base course, all other layers, of subbase and base courses, shall. be laid and compacted without laying edging, but after completion of the consecutive layers of earthen shoulders at the same level, as the pavement layer to be rolled.
b. While laying the top most layer of the base course, the edging units layer shall be laid, over sand cushion, of specified thickness, with close joints and sand grouted.
c. The top of the edging units, after rolling, shall be in line with the finished profile of the base course. The edging layer shall be rolled, simultaneously, with the final layer of base course, after completion of the earthen shoulders.
29.7.2 Road Curbs and Gutters
a. Excavation: Excavation shall be made to the required depth and the subgrade, upon which the curb is to be set, shall be compacted to an even surface. All soft and unsuitable material shall be removed and replaced with suitable material, which, shall be thoroughly compacted.
b. Sand Bed: Where specified, a sand layer, of specified thickness, shall be placed
and compacted over well-prepared subgrade.
c. Blindinq Concrete: Where specified, a blinding concrete layer, of specifjed class and thickness, shall be placed, over the sand bed, or directly over well prepared subgrade, as shown.
d. Installation: The curbs and gutters shall be so set, that the face and top lines
conform to the required lines and grades.
e. Joints: Curbs and gutters shall be laid with joints, as close as possible. These
joints shall be filled with 1:3 cement sand mortar.
Excavation in Embankments
Unless otherwise specified in the Specifications and Drawings, the Contractor may choose with the approval of the Engineer to excavate for service ducts etc after the embankment has been placed. Any space remaining after the placing of such structures and deducting for specified bed or backfill, shall be filled with material approved by the Engineer and compacted as follows:
(a) Layer not more than 8 inches in loose thickness shall be placed and compacted in succession, with mechanical tampers or tires or tracks of motor driven equipment operated transversely to the roadway, to the densities specified in Clause 21.3.1. Moisture content shall be adjusted as directed by the Engineer.
(b) The excavation in embankment and the placing of backfill for the purposes described above shall not constitute any claims for payment but shall be covered under the Contract Unit Rate paid for other Works in which the operation is involved.
28.3.3 General Requirements
(i) To avoid interference with the construction of structures the Contractor shall, at points to be determined by the Engineer, suspend Work on embankments and/or in cuts forming the approach to any such structure until such time as the construction of the latter is sufficiently advanced to permit the completion of the approaches without the risk of interference or damage to the structures Work. The cost of such suspension of Work shall be included in the Contract unit prices for embankment. In carrying embankments up to or over culverts or pipe drains care shall be taken by the Contractor to have the embankments brought to equally on both sides and over the top of any such structure.
(ii) When as a result of settlement, an embankment requires the addition of material up to 12 inches in thickness to bring it upto the required grade level, the top of the embankment shall be thoroughly scarified before the additional material is placed, and no extra payment shall be made for the scarification.
(ii) The Contractor shall be responsible for the stability of all embankments and shall replace any portions that in the opinion of the Engineer have been damaged or displaced due to carelessness or neglect on the part of the Contractor.
Embankment material which may be lost or displaced as a result of natural causes such as storms, cloud-burst or as a result of unavoidable movement or settlement of the ground or foundation upon which the embankment is constructed shall be replaced by the Contractor with acceptable material from excavation or borrow. No additional compensation will be allowed for the replacement except that the quantity of material required will be paid for at the Contract price for the type of material used.
During construction the roadway shall be kept in shape and drained at all times. When unsuitable material has been placed in the embankment by the Contractor he shall remove it without extra payment.
28.3.4 Shoulders Ditches and Slopes
The roadway, including the slopes, and all drainage structures shall be substantially completed before the construction of pavement is started.
During the construction of the pavement, a shoulder at least 3 ft. wide shall be maintained in place to properly support he edges of the pavement. Upon completion of the pavement, the earth shoulders, slopes and ditches shall be completed and shaped to surface which is within 0.1 foot above or below the true surface shown on the Plans. The shoulders lines shall not vary more than 0.1 foot horizontally from the true lines shown on the Plans.
Hand dressing of shoulders, slopes or ditches etc. will not be required except where the use of mechanical equipment is impossible, necessary and as directed by the Engineer.
Material which contains weeds, roots or other unsuitable matter shall not be used in the construction of shoulders.
28.4 Measurement and Payment
28.4.1 Method of Measurement
The quantities to be paid for shall be the number of 100 cubic feet in the volume of embankment compacted in place, after clearing, grubbing and stripping, accepted by the Engineer formed with material resulting from:
(a) Roadway Excavation
(b) Borrow Excavation
Material from Roadway Excavation as defined in Clause 23.1 which is placed in the embankment and accepted by the Engineer will be paid for only in the embankment and such payment will be deemed to include the cost of excavating and hauling and all other costs in connection with this material in constructing the embankment.
Material from Borrow Excavation which is placed in the embankment and accepted by the Engineer will be paid for only in the embankment and such payment will be deemed to include the cost of excavation, payment of royalties to landowners and/or local communities, the cost of hauling and all other costs in connection with this material in constructing the embankment.
28.4.2 Basis of Payment
The quantities, determined as provided above shall be paid for at the Contract Unit Rate, respectively, for each of the particular pay items listed below and shown in the Bill of Quantities, which price and payment shall be full compensation for all the costs necessary for the proper completion of the Work prescribed in this item as explained in the following table:
Description Unit of Measurement
(i) Formation of Embankment from Roadway Excavation in Common Material Cft.
(ii) Formation of Embankment from Borrow Excavation in Common Material Cft.
(iii) Sweet earthfill from Borrow Excavation Cft.
Unless otherwise specified in the Specifications and Drawings, the Contractor may choose with the approval of the Engineer to excavate for service ducts etc after the embankment has been placed. Any space remaining after the placing of such structures and deducting for specified bed or backfill, shall be filled with material approved by the Engineer and compacted as follows:
(a) Layer not more than 8 inches in loose thickness shall be placed and compacted in succession, with mechanical tampers or tires or tracks of motor driven equipment operated transversely to the roadway, to the densities specified in Clause 21.3.1. Moisture content shall be adjusted as directed by the Engineer.
(b) The excavation in embankment and the placing of backfill for the purposes described above shall not constitute any claims for payment but shall be covered under the Contract Unit Rate paid for other Works in which the operation is involved.
28.3.3 General Requirements
(i) To avoid interference with the construction of structures the Contractor shall, at points to be determined by the Engineer, suspend Work on embankments and/or in cuts forming the approach to any such structure until such time as the construction of the latter is sufficiently advanced to permit the completion of the approaches without the risk of interference or damage to the structures Work. The cost of such suspension of Work shall be included in the Contract unit prices for embankment. In carrying embankments up to or over culverts or pipe drains care shall be taken by the Contractor to have the embankments brought to equally on both sides and over the top of any such structure.
(ii) When as a result of settlement, an embankment requires the addition of material up to 12 inches in thickness to bring it upto the required grade level, the top of the embankment shall be thoroughly scarified before the additional material is placed, and no extra payment shall be made for the scarification.
(ii) The Contractor shall be responsible for the stability of all embankments and shall replace any portions that in the opinion of the Engineer have been damaged or displaced due to carelessness or neglect on the part of the Contractor.
Embankment material which may be lost or displaced as a result of natural causes such as storms, cloud-burst or as a result of unavoidable movement or settlement of the ground or foundation upon which the embankment is constructed shall be replaced by the Contractor with acceptable material from excavation or borrow. No additional compensation will be allowed for the replacement except that the quantity of material required will be paid for at the Contract price for the type of material used.
During construction the roadway shall be kept in shape and drained at all times. When unsuitable material has been placed in the embankment by the Contractor he shall remove it without extra payment.
28.3.4 Shoulders Ditches and Slopes
The roadway, including the slopes, and all drainage structures shall be substantially completed before the construction of pavement is started.
During the construction of the pavement, a shoulder at least 3 ft. wide shall be maintained in place to properly support he edges of the pavement. Upon completion of the pavement, the earth shoulders, slopes and ditches shall be completed and shaped to surface which is within 0.1 foot above or below the true surface shown on the Plans. The shoulders lines shall not vary more than 0.1 foot horizontally from the true lines shown on the Plans.
Hand dressing of shoulders, slopes or ditches etc. will not be required except where the use of mechanical equipment is impossible, necessary and as directed by the Engineer.
Material which contains weeds, roots or other unsuitable matter shall not be used in the construction of shoulders.
28.4 Measurement and Payment
28.4.1 Method of Measurement
The quantities to be paid for shall be the number of 100 cubic feet in the volume of embankment compacted in place, after clearing, grubbing and stripping, accepted by the Engineer formed with material resulting from:
(a) Roadway Excavation
(b) Borrow Excavation
Material from Roadway Excavation as defined in Clause 23.1 which is placed in the embankment and accepted by the Engineer will be paid for only in the embankment and such payment will be deemed to include the cost of excavating and hauling and all other costs in connection with this material in constructing the embankment.
Material from Borrow Excavation which is placed in the embankment and accepted by the Engineer will be paid for only in the embankment and such payment will be deemed to include the cost of excavation, payment of royalties to landowners and/or local communities, the cost of hauling and all other costs in connection with this material in constructing the embankment.
28.4.2 Basis of Payment
The quantities, determined as provided above shall be paid for at the Contract Unit Rate, respectively, for each of the particular pay items listed below and shown in the Bill of Quantities, which price and payment shall be full compensation for all the costs necessary for the proper completion of the Work prescribed in this item as explained in the following table:
Description Unit of Measurement
(i) Formation of Embankment from Roadway Excavation in Common Material Cft.
(ii) Formation of Embankment from Borrow Excavation in Common Material Cft.
(iii) Sweet earthfill from Borrow Excavation Cft.
FORMATION OF EMBANKMENT
28.1 Scope
This Work shall consist of the formation of embankment in accordance with these Specifications and the Specifications for other Work items involved and in conformity with the lines, grades, Sections and dimensions shown on the drawings or as required by the Engineer.
28.2 Material Requirements
Material for embankment shall consist of suitable material excavated as per Project Specifications and approved by the Engineer. Borrow material, however, shall only be used when there is no suitable material available from cuts made from the roadway, in conformity with the lines, grades, Sections and dimensions shown on the Drawings or as required by the Engineer. Material having A-3 AASHTO Classification shall not be used.
Wet excavated material which will be suitable when dry and if approved by the Engineer shall first be allowed to dry and attain optimum moisture content before being placed in the embankment.
28.3 Construction Requirements
28.3.1 Formation of Embankment with Common Material
(i) Material for embankment, obtained and approved as provided above, shall be placed in horizontal layers of 6” thick uniform thickness after compaction and in conformity with the lines, grades, Sections and dimensions shown on the Drawings or as required by the Engineer. The layers of loose material other than rock shall be not more than 8 inches thick, unless otherwise allowed by the Engineer after a trial Section is prepared and approved.
(ii) The material placed in all embankment layers and the material scarified to the designated depth shall be compacted to the density specified in the following table:
Depth in inches below
Subgrade Level Percent of AASHTO T-180 (Method-D)
Maximum Dry Density
00 – 12 95%
12 – 30 93%
More than 30 90%
(iii) In place density determinations of the compacted layers shall be made in accordance with AASHTO T-191 or other approved methods. For all soils, with the exception of rock fill materials, containing more than 10% oversize particles (retained on 3/4 inch), the in-place density thus obtained shall be adjusted to account for such oversize particles as directed by the Engineer. Subsequent layers shall not be placed and compacted unless the previous layer has been properly compacted and accepted by the Engineer.
(iv) Material for embankment at points inaccessible to normal compaction equipment shall be placed in horizontal layers of loose material not more than 8 inches thick and compacted to the densities specified above by the use of mechanical tampers, or other appropriate equipment.
(v) The compaction of the embankment shall be carried out at the designated moisture content consistent with the available compacting equipment. In forming the embankment. The Contractor shall take steps to ensure that the Work can be drained free of rain water, and he shall make due allowance in the height and width of the Work for swelling or shrinkage.
(vi) Embankment material that does not contain sufficient moisture to obtain the required compaction shall be given additional moisture by means of approved sprinklers and mixing. Material containing more than the amount of moisture necessary to obtain the required compaction may not, without written approval of the Engineer, be incorporated in the embankment until it has been sufficiently dried out. The drying of wet material may be expedited by dispersing or other approved methods.
(vii) When materials of widely divergent characteristics, such as clay and chalk or sand, drawn from different sources, are to be used in the embankment they shall be depoSited in alternate layers of the same material over the full width of the embankment to depths approved by the Engineer. Rock, clay or other material shall be broken up, and no accumulation of lumps or boulders in the embankment will be permitted. No surplus material shall be permitted to be left at the toe of the embankment or at the top of cut Sections.
(viii) Side slopes shall be neatly trimmed to the lines and slopes shown on the drawings or as directed by the Engineer, and the finished Work shall be left in a neat and acceptable condition to the Engineer.
28.1 Scope
This Work shall consist of the formation of embankment in accordance with these Specifications and the Specifications for other Work items involved and in conformity with the lines, grades, Sections and dimensions shown on the drawings or as required by the Engineer.
28.2 Material Requirements
Material for embankment shall consist of suitable material excavated as per Project Specifications and approved by the Engineer. Borrow material, however, shall only be used when there is no suitable material available from cuts made from the roadway, in conformity with the lines, grades, Sections and dimensions shown on the Drawings or as required by the Engineer. Material having A-3 AASHTO Classification shall not be used.
Wet excavated material which will be suitable when dry and if approved by the Engineer shall first be allowed to dry and attain optimum moisture content before being placed in the embankment.
28.3 Construction Requirements
28.3.1 Formation of Embankment with Common Material
(i) Material for embankment, obtained and approved as provided above, shall be placed in horizontal layers of 6” thick uniform thickness after compaction and in conformity with the lines, grades, Sections and dimensions shown on the Drawings or as required by the Engineer. The layers of loose material other than rock shall be not more than 8 inches thick, unless otherwise allowed by the Engineer after a trial Section is prepared and approved.
(ii) The material placed in all embankment layers and the material scarified to the designated depth shall be compacted to the density specified in the following table:
Depth in inches below
Subgrade Level Percent of AASHTO T-180 (Method-D)
Maximum Dry Density
00 – 12 95%
12 – 30 93%
More than 30 90%
(iii) In place density determinations of the compacted layers shall be made in accordance with AASHTO T-191 or other approved methods. For all soils, with the exception of rock fill materials, containing more than 10% oversize particles (retained on 3/4 inch), the in-place density thus obtained shall be adjusted to account for such oversize particles as directed by the Engineer. Subsequent layers shall not be placed and compacted unless the previous layer has been properly compacted and accepted by the Engineer.
(iv) Material for embankment at points inaccessible to normal compaction equipment shall be placed in horizontal layers of loose material not more than 8 inches thick and compacted to the densities specified above by the use of mechanical tampers, or other appropriate equipment.
(v) The compaction of the embankment shall be carried out at the designated moisture content consistent with the available compacting equipment. In forming the embankment. The Contractor shall take steps to ensure that the Work can be drained free of rain water, and he shall make due allowance in the height and width of the Work for swelling or shrinkage.
(vi) Embankment material that does not contain sufficient moisture to obtain the required compaction shall be given additional moisture by means of approved sprinklers and mixing. Material containing more than the amount of moisture necessary to obtain the required compaction may not, without written approval of the Engineer, be incorporated in the embankment until it has been sufficiently dried out. The drying of wet material may be expedited by dispersing or other approved methods.
(vii) When materials of widely divergent characteristics, such as clay and chalk or sand, drawn from different sources, are to be used in the embankment they shall be depoSited in alternate layers of the same material over the full width of the embankment to depths approved by the Engineer. Rock, clay or other material shall be broken up, and no accumulation of lumps or boulders in the embankment will be permitted. No surplus material shall be permitted to be left at the toe of the embankment or at the top of cut Sections.
(viii) Side slopes shall be neatly trimmed to the lines and slopes shown on the drawings or as directed by the Engineer, and the finished Work shall be left in a neat and acceptable condition to the Engineer.
The Unit Rate quoted in the priced Bill of Quantities (BOQ) for supplying, laying and jointing cement concrete sewer pipes, will be considered full compensation for the cost of pipes, charges for their carriage to site and testing before and after laying, labour charges for laying, jointing, etc. and cost of all incidentals for completion of this item of work as per Contract Specifications laid down in this Section and elsewhere in the Contract Document. Payment for this item of work shall be made at the Unit Rate (or rates corresponding to various internal diameters of sewer pipes) quoted in the priced Bill of Quantities (BOQ).
(v) The rubber gasket shall be installed on the pipe in accordance with the instructions of the gasket manufacturer. In general, the gaskets shall be pre-assembled to the pipe at the pipe manufacturing plant. The pipes shall be handled with special care at all times to prevent damage to the pipe ends. A lubricant shall be used for jointing the pipes as recommended by the rubber gasket manufacturer. Care shall be taken to avoid contamination of the gasket and lubricated surfaces with earth or other undesirable material during installation.
(vi) For either tongue and groove or bell and spigot pipes, mechanical means shall be used to pull the pipe home for all sizes of 12 inch or larger diameter in accorda¬nce with the recommendations of the rubber gasket manu¬facture. Pipes of 8 inch or smaller diameter may be coupled manually using a cross member and bar. Under no circumstances will bars alone be used nor shall any motor driven equipment be used to force the pipe home.
25.5 Installation of Concrete Pipe Sewers
25.5.1 Handling of Pipes
(i) Concrete sewer pipes shall be handled with special care at all times during the manufacture, while transporting to the site of work, and while installing. Each pipe shall be carefully inspected before being laid and no cracked, broken or defective pipe shall be used in the work.
(ii) Chipping of the tongue and groove or bell and spigot pipe ends, which in the Engineer's opinion may cause defective joints, shall be sufficient cause for the rejection of any concrete pipe.
25.5.2 Excavation and Backfill
The excavation and backfill for sewer installations shall be as specified in applicable provisions of these Technical Specifications and will be paid for under separate Contract items as classified or and as per applicable Variation Orders (VO).
25.5.3 Trench Bedding
Wherever called for on the plans or where ordered in writing by the Engineer, the Contractor shall furnish and place bedding, and/or concrete encasement for the concrete pipe sewers under this Contract. The bedding shall be as specified in applicable provisions of these Technical Specifications and will be paid for under separate Contract item as classified, described and listed in the Bill of Quanti¬ties or and as called for in applicable Variation Order (VO).
The concrete encasement shall be placed in accordance with the details and notations on the plans or as ordered in writing. Concrete work shall be as specified in the applicable provisions of Item of these Technical Specifications and will be paid for under separate Contract items as classified, described and listed in the Bill of Quantities (BOQ) or as called for in applicable Variation Orders (VO).
25.5.4 Laying of Sewers
(i) Neither any sewer pipe nor the bedding shall be laid or placed till the alignment of the sewer and its levels and gradients have been carefully checked and tested with the trench excavation and found correct.
(ii) Each length of sewer pipe shall be checked for cracks and defects before placing in the line. Defects which in the opinion of the Engineer indicate imperfect placing, shall make the pipe liable to rejection.
(iii) Each pipe shall be placed carefully to line and grade and in close contact with adjoining pipe. These specifications require rejection of the work if the sewer invert varies as much as 12mm from the proper elevation.
(iv) As shown on plans, the bottom of the trench must be shaped to fit the pipe barrel, with holes left for the bells.
(v) If excavation has been carried below the correct grade, refilling must be done with satisfactory materials as approved by the Engineer at no extra cost.
(vi) The concrete pipe joints shall be of the types designated above and shall be made in accordance with the aforesaid specifications.
(vii) When pipe laying is not in progress, the open pipe shall be closed with a tapered wooden plug to keep out foreign matter.
25.5.5 Pavement Restoration
The Contractor shall restore paved surfaces which have been cut damaged under this Contract, as part of the work under the excavation items and at no extra cost to the Employer.
25.6 Tests for Infiltration or Exfiltration
25.6.1 General
All sewers built under this Contract shall be tested for infiltration or exfiltration as specified herein. The Contractor shall furnish labour, materials and equipment required for making the required tests with no extra compensation to the Contract Unit Rate for the sewers. The tests shall be made at times selected or approved by the Engineer. Sections of the completed sewer shall be isolated and measurements of the infiltration or exfiltration shall be made by approved methods.
25.6.2 Infiltration Tests
(i) The sewers which are constructed with the ground water level above the crown of the pipe shall be tested for infiltration after the sewers have been installed and backfilling has been substantially completed. The tests and measurement shall be performed by the Contractor in the presence of and in a manner approved by the Engineer.
(ii) The duration of the tests shall be only long enough to establish the true rate of infiltration.
(iii) The amount of leakage over a 25 hours period will then be calculated from the result of the measured true rate of infiltration.
25.6.3 Exfiltration Tests
The sewers which are constructed with the ground water level below the crown of the pipe shall be tested for exfiltration by isolating a section of sewers between manholes by means of approved temporary type of water tight bulk heads. The method of testing for exfiltration shall be generally as follows:
i) After isolation of sewer section, it shall be filled with water to a level which is 1m above the crown of the sewer at the higher end of the isolated section under test. The level will not be more than 6 feet above the crown of the sewer pipe at its lower end.
ii) The duration of the exfiltration test shall be one hour after the filling with water has been completed.
iii) Determination of the amount of exfiltration shall be made by measuring the total loss of volume of water in the manholes.
iv) The amount of exfiltration over a 25 hours period will then be calculated from the measured loss of volume during the test observation period.
25.6.4 Allowable Infiltration or Exfiltration
(i) The calculated amount of infiltration or exfiltration over a 25 hours period shall not exceed 75 liter per mm of pipe diameter per km of sewer, which rate shall be applied to the actual sewer size and length tested to determine the allowable infiltration or exfiltration over the 25 hours period.
(ii) If the measured infiltration or exfiltration exceeds the specified allowable limit, then the Contractor shall locate the points of leakage and make necessary repairs so as to reduce the leakage to less than permissible maximum stated above.
25.7 Measurement
(i) Measurement will be made at site of the actual lengths of reinforced concrete pipes of different sizes and strength installed tested and approved as authorized for the payment under the Contract.
(ii) The measurement will be made along the center line of the pipe and between the inside walls of manholes or junction chambers. The unit of measurement will be one linear foot.
(vi) For either tongue and groove or bell and spigot pipes, mechanical means shall be used to pull the pipe home for all sizes of 12 inch or larger diameter in accorda¬nce with the recommendations of the rubber gasket manu¬facture. Pipes of 8 inch or smaller diameter may be coupled manually using a cross member and bar. Under no circumstances will bars alone be used nor shall any motor driven equipment be used to force the pipe home.
25.5 Installation of Concrete Pipe Sewers
25.5.1 Handling of Pipes
(i) Concrete sewer pipes shall be handled with special care at all times during the manufacture, while transporting to the site of work, and while installing. Each pipe shall be carefully inspected before being laid and no cracked, broken or defective pipe shall be used in the work.
(ii) Chipping of the tongue and groove or bell and spigot pipe ends, which in the Engineer's opinion may cause defective joints, shall be sufficient cause for the rejection of any concrete pipe.
25.5.2 Excavation and Backfill
The excavation and backfill for sewer installations shall be as specified in applicable provisions of these Technical Specifications and will be paid for under separate Contract items as classified or and as per applicable Variation Orders (VO).
25.5.3 Trench Bedding
Wherever called for on the plans or where ordered in writing by the Engineer, the Contractor shall furnish and place bedding, and/or concrete encasement for the concrete pipe sewers under this Contract. The bedding shall be as specified in applicable provisions of these Technical Specifications and will be paid for under separate Contract item as classified, described and listed in the Bill of Quanti¬ties or and as called for in applicable Variation Order (VO).
The concrete encasement shall be placed in accordance with the details and notations on the plans or as ordered in writing. Concrete work shall be as specified in the applicable provisions of Item of these Technical Specifications and will be paid for under separate Contract items as classified, described and listed in the Bill of Quantities (BOQ) or as called for in applicable Variation Orders (VO).
25.5.4 Laying of Sewers
(i) Neither any sewer pipe nor the bedding shall be laid or placed till the alignment of the sewer and its levels and gradients have been carefully checked and tested with the trench excavation and found correct.
(ii) Each length of sewer pipe shall be checked for cracks and defects before placing in the line. Defects which in the opinion of the Engineer indicate imperfect placing, shall make the pipe liable to rejection.
(iii) Each pipe shall be placed carefully to line and grade and in close contact with adjoining pipe. These specifications require rejection of the work if the sewer invert varies as much as 12mm from the proper elevation.
(iv) As shown on plans, the bottom of the trench must be shaped to fit the pipe barrel, with holes left for the bells.
(v) If excavation has been carried below the correct grade, refilling must be done with satisfactory materials as approved by the Engineer at no extra cost.
(vi) The concrete pipe joints shall be of the types designated above and shall be made in accordance with the aforesaid specifications.
(vii) When pipe laying is not in progress, the open pipe shall be closed with a tapered wooden plug to keep out foreign matter.
25.5.5 Pavement Restoration
The Contractor shall restore paved surfaces which have been cut damaged under this Contract, as part of the work under the excavation items and at no extra cost to the Employer.
25.6 Tests for Infiltration or Exfiltration
25.6.1 General
All sewers built under this Contract shall be tested for infiltration or exfiltration as specified herein. The Contractor shall furnish labour, materials and equipment required for making the required tests with no extra compensation to the Contract Unit Rate for the sewers. The tests shall be made at times selected or approved by the Engineer. Sections of the completed sewer shall be isolated and measurements of the infiltration or exfiltration shall be made by approved methods.
25.6.2 Infiltration Tests
(i) The sewers which are constructed with the ground water level above the crown of the pipe shall be tested for infiltration after the sewers have been installed and backfilling has been substantially completed. The tests and measurement shall be performed by the Contractor in the presence of and in a manner approved by the Engineer.
(ii) The duration of the tests shall be only long enough to establish the true rate of infiltration.
(iii) The amount of leakage over a 25 hours period will then be calculated from the result of the measured true rate of infiltration.
25.6.3 Exfiltration Tests
The sewers which are constructed with the ground water level below the crown of the pipe shall be tested for exfiltration by isolating a section of sewers between manholes by means of approved temporary type of water tight bulk heads. The method of testing for exfiltration shall be generally as follows:
i) After isolation of sewer section, it shall be filled with water to a level which is 1m above the crown of the sewer at the higher end of the isolated section under test. The level will not be more than 6 feet above the crown of the sewer pipe at its lower end.
ii) The duration of the exfiltration test shall be one hour after the filling with water has been completed.
iii) Determination of the amount of exfiltration shall be made by measuring the total loss of volume of water in the manholes.
iv) The amount of exfiltration over a 25 hours period will then be calculated from the measured loss of volume during the test observation period.
25.6.4 Allowable Infiltration or Exfiltration
(i) The calculated amount of infiltration or exfiltration over a 25 hours period shall not exceed 75 liter per mm of pipe diameter per km of sewer, which rate shall be applied to the actual sewer size and length tested to determine the allowable infiltration or exfiltration over the 25 hours period.
(ii) If the measured infiltration or exfiltration exceeds the specified allowable limit, then the Contractor shall locate the points of leakage and make necessary repairs so as to reduce the leakage to less than permissible maximum stated above.
25.7 Measurement
(i) Measurement will be made at site of the actual lengths of reinforced concrete pipes of different sizes and strength installed tested and approved as authorized for the payment under the Contract.
(ii) The measurement will be made along the center line of the pipe and between the inside walls of manholes or junction chambers. The unit of measurement will be one linear foot.
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