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TECHNICAL SPECIFICATIONS

ITEM 200

AGGREGATE SUBBASE COURSE

200.1 DESCRIPTION

This item shall consist of furnishing, placing and compacting an aggregate course on a prepared

sub grade in accordance with this Specification and the lines, grades and cross sections shown on

the Plans, or as directed by the Consultant.

200.2 MATERIALS REQUIREMENTS

Aggregate for sub base shall consist of hard, durable particles or fragments of crushed stone,

crushed slag, or crushed or natural gravel and filler of natural or crushed sand or other finely

divided mineral matter. The composite material shall be free from vegetable matter and lumps or

balls of clay, and shall be of such nature that it can be compacted readily to form a firm, stable sub

base.

The sub base material shall conform to Table I.

Table I

GRADING REQUIREMEMENTS

The fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (two thirds) of the fraction passing the 0.425 mm (No. 40 sieve.

The fraction passing the 0.425 mm (No. 40) sieve, shall have a liquid limit not greater than 35 and

plasticity index not greater than 12 as determined by AASHTO T 89 and T 90, respectively.

Sieve Designation

Mass Percent PassingStandar

d

(mm)

Alternate

US Standard

50

25

9.5

0.075

2”

1”

3/8”

No. 200

100

55-85

40-75

0-12



The course portion, retained on a 2.00 mm (No. 10) sieve, shall have a mass percent of wear not

exceeding 50 by the Los Angeles Abrasion Tests as determined by AASHTO T 96.

The material shall have a soaked CBR value of not less than 25% as determined by AASHTO T

193. The CBR value shall be obtained at the maximum dry density as determined by AASHTO T180, Method D.

200.3 CONSTRUCTION REQUIREMENTS

200.3.1 Preparation of Existing Surface

The existing surface shall be graded and furnished as provided under Item 105, Sub grade

Preparation, before placing the sub base material.

200.3.2 Placing

The aggregate sub base material shall be placed as a uniform mixture on a prepared sub grade in a

quantity which will provide the required compacted thickness. When more that one layer isrequired, each layer shall be shaped and compacted before the succeeding layer is placed.

The placing of material shall begin at the point designated by the Consultant. Placing shall be fromvehicles especially equipped to distribute the material in a continuous uniform layer or windrow.

The layer or windrow shall be of such size that when spread and compacted the finished layer be

in reasonably close conformity to the nominal thickness shown on plans.

When hauling is done over previously placed material, hauling equipment shall be disperseduniformly over the entire surface of the previously constructed layer, to minimized rutting r

uneven compaction.

200.3.3 Spreading and Compacting

When uniformly mixed, the mixture shall be spread to the plan thickness compaction.

When the required thickness is 150 mm or less, the material may be spread and compacted in one

layer. When the required thickness is more than 150 mm, the aggregate sub base shall be spreadand compacted in two or more layers of approximately equal thickness, and the maximum

compacted thickness of any one layer shall not exceed 150 mm. All subsequent layers shall be

spread and compacted in a similar manner.

The moisture content of sub base material shall, if necessary, be adjusted prior to compacting by

watering with approved sprinklers mounted on trucks or by drying out, as required in order to

obtain the required compaction.

Immediately following final spreading and smothering, each layer shall be compacted to the full

width by means of approved compaction equipment. Rolling shall progress gradually from thesides to the center, parallel to the centerline of the road, and shall continue until the whole surface

has been rolled. Any irregularities or depressions that develop shall be corrected by loosening the

material at these places not accessible to the roller; the sub base material shall be compactedthoroughly with approved tamper or compactors.

If the layer of sub base material, or part thereof, does not conform to the required finish, the

Contractor shall, at his own expense, make the necessary corrections.

Compaction of each layer shall continue until a field density of at least 100 percent of the

maximum dry density determined in accordance with AASHTO T 180, Method D has been

achieved. In place density determination shall be made in accordance with AASHTO T 191.



200.3.4 Trial Sections

Before sub base construction is started, the Contractor shall spread and compact trial sections as

directed by the Consultant. The purpose of the trial sections is to check the suitability of the

materials and the efficiency of the equipment and construction method which is proposed to be

used by the Contractor. Therefore, the Contractor must use the same material, equipment and procedures that he proposes to use for the main work. One trial section of about 500 m 2 shall be

made for every type of material and/or construction equipment/ procedure for use.

After final compaction of each trial section, the Contractor shall carry out such field density tests

and other required as directed by the Consultant.

If a trial section shows that the proposal material, equipment or procedures in the Consultant’s

opinion are not suitable for sub base, the material shall be removed at the Contractor’s expenseand a new trial section shall be constructed.

If the basic conditions regarding the type of material or procedure change during the execution of

the work, new trial sections shall be constructed.

200.3.5 Tolerance

Aggregate sub base shall be spread with equipment that will provide a uniform layer which when

compacted will conform to the designated level and transverse slopes as shown on the Plans. Theallowable tolerance shall be as specified hereunder:

Permitted variation from design

THICKNESS OF LAYER +/- 20 MM


LEVEL OF SURFACE + 10 MM

Permitted SURFACE IRREGULARITY

MEAUSURED by 3-m straight-edge 20 mm

Permitted variation from designCROSSFALL or CAMBER +/- 0.3%


LONGITUDINAL GRADE over 25 m length +/- 0.1%

200.4 METHOD OF MEASUREMENT

Aggregate sub base course will be measured by the cubic meter (m3). The quantity to be paid shall

be the design volume compacted in place as shown on the Plans, and accepted in the completedcourse. No allowance will be given for materials placed outside the design limits shown on the

cross-sections. Trial sections shall not be measured separately but shall be included in the quantity

of sub base herein measured.

200.5 BASIS OF PAYMENT

The accepted quantities, measured as prescribed in Section 200.4, shall be paid for at the contract

unit price for Aggregate Sub base Course which price and payment shall be full compensation for furnishing and placing all materials, including all labor, equipment, tools and incidentals necessary

to complete the work prescribed in this Item.

Payment will be made under:

Pay item number Description Unit of Measurement

200 Aggregate Sub base Course Cubic meter



ITEM 301

BITUMINOUS PRIME COAT

301 DESCRIPTION

This item shall consist of preparing and treating an aggregate base course with material inaccordance with the Plans and Specifications, preparatory to the construction of a bituminous

surface course.

301.2 MATERIAL REQUIREMENTS

Bituminous material for prime coat shall be cut-back asphalt and shall be either rapid Curing type,

Grade RC-70 or Medium Curing Type, Grade MC-30 or MC-70. Cut-back asphalts shall conform

to the requirements of the following:

Rapid Curing ----- AASHTO M 81

Medium Curing ----- AASHTO M 82


301.3.1 Surface Condition

Prime coat shall be applied only to surfaces which are dry or slightly moist. No prime coat shall be

applied when the weather or foggy or rainy.

301.3.2 Equipment

The liquid bituminous material shall be sprayed by means of a pressure distributor of not less than1,000 liters capacity, mounted on pneumatic tires of such with and number that the loud produced

on the road surface will not exceed 1 kN (100 kgf) per cm width of tire.

The tank shall have a heating device able to heat a complete charge of bituminous liquid to 180ºC.

The heating device shall be such that overheating will not occur. Consequently, the flames must

not directly touch the casing of the tank containing the bituminous liquid. The liquid shall beinsulated in such a way that the drop in temperature when the tank is filled with bituminous liquid

at 180ºC and not heated will be less than 2ºC per hour. A thermometer shall be fixed to the tank in

order to be able to measure continuously the temperature of the liquid. The thermometer shall be

place in such a way that the highest temperature in the tank is measured. The tank shall befurnished with a calibrated dip-stick to indicate the contents. The pipes for filling the tank shall be

furnished with an easily changeable filter.



The distributor shall be able to vary the spray width of the bituminous liquid in maximum steps of

100 mm to a total width of 4m. The spraying bar shall have nozzles from which the liquid is

sprayed fan-shape on the road surface equally distributed over the total spraying width.

For adding the liquid bituminous material, the distributor shall have a pump either driven by aseparate motor or with a device to synchronize its speed with the speed of the distributor. The

pump shall be furnished with an indicator showing the rate of flow. The suction side of the pumpshall have an easily changeable filter. A thermometer shall be fixed, such that it indicates the

temperature of the liquid immediately before it leaves the spraying bar.

The distributor shall be furnished with a tachometer, indicating its forward speed, which shall be

visible from the driver’s seat. The distributor shall be designed so that the deviation from the

prescribed rate of application does not exceed 10% and shall be equipped with a device for handspraying of the bituminous liquid.

301.3.3 Application of Bituminous Material

Immediately before applying the prime coat, the full width of surface to be treated shall be swept

with a power broom an if necessary, scraped to remove all dirt and other objectionable materials.Where required by the Consultant, immediately prior to the application of the prime coat, the

surface shall be lightly spread with water but not saturated. Bituminous material shall be applied by means of a pressure distributor at the temperature given in Table I below. The rate application

of the bituminous material shall be within the range of 1 to 2 liters/m2, the exact rate to be ordered

by the Consultant.

TABLE I

APPLICATION TEMPERATURE FOR BITUMINOUS PRIME COAT

The prime coat shall be left undisturbed for 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 the

passing vehicles. The contractor shall maintain the prime coat until the next course is applied.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 removed as directed by the Consultant. All areas

inaccessible to the distributor shall be sprayed manually using the device for hand spraying. The

TYPE AND GRADE OF

MATERIAL

APPLICATION TEMPERATURE RANGES (Cº)

SPRAY (min/max) MIX (min/max)MC-30

MC-70

RC-70

21-62.8

40.5-85

40.5-85

15.5-40.5

32-68

32-68



surface of structures and trees adjacent to the areas being treated shall be protected in such manner

as to prevent their being spattered or marred.


Bituminous Prime Coat shall be measured by the tone (t). The quantity to be paid for shall be thenumber of tones of bituminous material applied and accepted in the completed work.


The accepted quantities, measured as prescribed in Section 301.4, shall be paid for at the contract

unit price for Bituminous Prime Coat which priced and payment shall be full compensation for

furnishing and placing materials, including all labor, equipment, tools and incidentals to complete

this Item.


Pay Item Number Description Unit of Measurement

301 Bituminous Prime Coat Tone

ITEM 310

ASPHALT CONCRETE SURFACING – PLANT MIX

310.1 DESCRIPTION

This work shall consist of furnishing and mixing aggregates and asphalt binder at a central mixing

plant, transporting the mixture and spreading and compact it on a prepared base in accordance

with the Specifications and Drawings.


310.2.1 Aggregates

1. Course and fine aggregates shall be clean, hard, tough, sound principles free from

decomposed material, vegetable matter and other deleterious substances.

2. Course aggregate, which is material retained on a 4.75 mm (No. 4) sieve, shall consist of

crushed rock or crushed river grade. At least 50 percent by weight of the course aggregateshall have at least one fractured face.

3. Fine aggregate, which is material passing a 4.75 mm (No. 4) sieve, shall consist of sand or

stones screening or a mixture thereof. At least 50 percent by weight of the fine aggregates

shall be angular or fractured particles. Sand shall not comprise more than 25% by weight

of the total aggregate.4. The combined aggregate shall conform to the one of the grading shown in Table I. When the

combined grading of the course and fine aggregate is deficient in material passing the No.

200 sieve, additional filler material shall be added. The filler material shall consist of

finely divided rock dust, hydrated lime, Portland cement of other suitable material matter

and shall conform to the grading shown in Table II. However, the grading shall beadjusted to take account of the results of the trials to allow the asphalt concrete mix to

conform in all respects to the requirements for the job mix specified in Clause 310.3.7.Table I



AGGREGATE GRADING FOR ASPHALT CONCRETE

MIX CLASS CLASS A CLASS B CLASS C

MIX USE WEARING, BINDER WEARING, BINDER WEARING

MINIMUM COMPACT

THICKNESS 50 mm 35 mm 25 mm

U.S. STANDARD SIEVEPERCENT PASSING BY WEIGHT

mm Alternative

25

19

12.5

9.5

4.75

2.36

0.600

0.300

0.150

0.075

(1 in.)

(3/4 in)

(1/2 in)

(3/8 in)

(No. 4)

(No.8)

(No. 30)

(No.50)

(No.100)

(No.200)

100

80-100

-

60-80

48-65

35-50

19-30

13-23

7-15

1-8

100

80-100

70-90

50-70

35-50

18-29

13-23

8-16

4-10

100

80-100

55-75

35-50

18-29

12-23

8-16

4-10

5. The course 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 40.

b. The loss when subjected to five cycles of the Sodium Sulphate 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 be non-plastic.

e. The flakiness index of the aggregate retained on the 9.5 mm (3/8 in) sieve whentested in accordance with BS812 shall not exceed 35%. (the flakiness index of an

aggregate is the percentage by weight of particles in it whose least dimension

(thickness) is less than three fifths of their mean dimension. The test is not applicable

to material passing a 6.3 mm (1/4 in) sieve.

310.2.2 Asphaltic Material

Asphalt binder to be mixed with the aggregate shall be asphalt cement penetration grade

1. Asphalt cement shall be oil asphalt, or a mixture of refined liquid asphalt and refined solid

asphalt, prepared from crude asphaltic petroleum. It shall be free from admixture with any

residues obtained by the artificial distillation of coal, coal tar, or paraffin oil and shall be

homogeneous and free from water. No emulsification shall occur when a 30g sample is boiled

for 2 hours with 250 cc of distilled water in a 500 cc Erlenmeyer flask equipped with a refluxcondenser.

2. Asphalt cements shall be classified by penetration and when tested in accordance with the

AASHTO standard methods of tests, the grades of asphalt shall conform to the requirements

given in Table III. The grade of asphalt to be used shall be as specified in the contract.TABLE III

REQUIREMENTS FOR ASPHALT CEMENT AASHTO M 20

PENETRATION GRADE



40-50 60-70 85-100 120-300 200-300

Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.

Penetration at 25c (77F)

100g. 5 sec.40 50 60 70 85 100 120 150 200 300

Flash point, Cleveland OpenCup

450 - 450 - 450 - 425 - 350 -

Ductility at 25c (77F) 5 cm,

per min. cm100 - 100 - 100 - 100 - - -

Solubility in

trichloroethylene percent99 - 99 - 99 - 99 - 99 -

Thin-film oven tests 1/8 in

(3.2 mm) 163c (324F) 5 hour - - - - - - - - - -

Loss on heating, percent - 0.8 - 0.8 - 1.0 - 1.3 - 1.5

Penetration, of residue,

percent of original58 - 54 - 50 - 46 - 40 -

Ductility of residue, percent

at 25c (77F) 5 cm per mi.,

cm

- - 50 - 75 - 100 - 100 -

Spot test when and as

specified ( See Note) with:

Standard naphtha solvent

Naphtha-xylene solvent,

percent xylene

Heptane-xylene solvent,

percent xylene

Negative for all grades

NOTE: the use of the spot test is optional. When it is specified, the Consultant shall indicate whether the standard

naphtha solvent, the naphtha solvent, the naphtha-xylene solvent, or the heptane-xylene solvent will be used indetermining compliance of xylene to be used.

3. Mixing Temperature for Asphalt CementThe mixing temperature shall be that temperature to which the asphalt must be treated to

produce a viscosity of 85 +/- 10 seconds Saybolt Furol. A viscosity/temperature curve shall be

supplied for each asphalt cement grade from each source of crude from which the asphaltcement has been manufactured.

310.2.3 Composition of Mix



The asphalt concrete mixture shall conform to the requirements of Table IV. However the exact

composition of the mixture shall be adjusted to take account of the results of the mix trials to

allow the asphalt concrete mix to conform in all respect to the requirements of Clause 310.3.7.

TABLE IV

ASPHALT CEMENT CONTENT OF ASPHALT CONCRETE MIX

% OF ASPHALT CEMENT OF TOTAL MIX NY WEIGHT

BINDER COURSE WEARING COURSE

Min. Max. Min. Max.

4.0 5.5 5.0 7.0


310.3.1 Mixing Plant

1. The plant shall be either a batch plant or continuous mix plant of adequate capacity,

coordinated and operated to produce a mixture within the limits of the Specification.2. The plant scales for any-weigh box or hopes shall be either the beam of the spring less

dial type, sensitive to one-half of one percent of the maximum load that may be required

and shall be of standard make and design. When of the beam type there shall be a

separate beam with tell-tale indicator for each size of aggregate, and a tare beam for

balancing the hopper.

3. Tanks for storage of asphalt cement shall have a capacity of at least 7 days run and shall

be capable of heating the material, under effective and positive control at all times, to thetemperature requirements given in Clause 310.2.2. The method of heating shall be such

that the products of combustion or the flame shall not come into contact with the asphalt

cement. Before the asphalt cement is placed in the mixer shall be heated in a direct fired

heater of such capacity that it need never be less than half full. Heating of material

supplied in barrels shall be subject to the same conditions.

4. The plant shall be provided with accurate mechanical means for uniform feeding of the

aggregates into the dryer so that a uniform production and a uniform temperature of the

heated aggregates are secured.

5. A rotary dryer satisfactory design for drying and heating the aggregates shall be provided.

The dryer shall be capable of drying and heating the aggregates to the temperaturerequirements specified in Clause 310.3.4 for the type of asphaltic material to be used.

6. Suitable screens capable of screening all aggregates to the sizes required, and having

normal capacities slightly in excess of the maximum output of the mixing plant shall be

provided.

7. The plant shall include at least three storage bins for screened aggregates with total

capacity of not less than three times the dead load of the mixer in the case of a batch

mixer, or not less than a run of 10 minutes in the case of a continuous mixer. Bins shall

be divided into compartments arranged to ensure separate and adequate storage of appropriate sizes of aggregate. Each compartment shall be provided for filler, if used, and

satisfactory provisions made for proportioning the filler for each batch of mixture.8. Satisfactory means either by weighing, metering, or volumetric measurement, shall be

provided to obtain the proper amount of asphalt cement, and all measuring devices shall

be sensitive to a two per cent tolerance of the amount required. Means shall be provided

for checking the quantity of rate of flow of asphalt cement into the mixer. Suitable means

shall also be provided, either by steam jacketing or other insulation, for maintaining the

specified temperature of the asphalt cement in the pipe lines, meters, weight buckets,spray bars and other containers or flow lines.



9. If an asphalt bucket is used for weighing the asphalt cement, it shall have a sufficient

capacity to hold not less than twenty per cent of the weight aggregate required from one

batch. It shall be steam jacketed or equipped with properly insulated electric heating units

and shall be suspended on dial scales equipped with a telltale device so that the tare

weight can be accurately measured to al tolerance of two percent of the weight required.The bucket shall be so arranged that it will deliver the heated asphalt cement in a thin

uniform sheet or in multiple streams the full width of the mixer, except in the case of arotary mixer where the asphalt cement will be sprayed into the mix.

10. An armored thermometer to include the range from 93º C to 204º C shall be fixed in the

asphalt cement feed line at a suitable location near the discharge valve at the mixer unit.

The plant shall be further equipped with an approved dial scale mercury actuated

thermometer, and electric pyrometer, or other approved thermometric instrument so place

at the discharge chute of the dryer as to register automatically the temperature of theheated aggregate.

11. The plant shall be equipped with positive means to govern the time of mixing to the

satisfaction of the Consultant. The time of mixing shall be considered as the interval

between the time the asphalt cement is spread on the aggregate and the time the same

aggregate is discharged from the mixer.

12. The plant shall have an efficient dust collecting system. Provision shall be made to waste

the material so collected, or to return it to the mixture.

13. Adequate and safe stairways to the mixer platform and guarded ladders to other plantunits shall be placed at all points requiring accessibility during plant operations. All

gears, pulleys, chains, sprockets and other dangerous moving parts shall be adequatelyguarded and protected. Ample and unobstructed space shall be maintained at all times in

and around the truck loading space, and this area shall be kept free from drippings from

the mixing platform.

405.3.2 Special Requirements for Batching Plants

1. The plant shall include means for accurately weighing each size of aggregate in a weight box

or hopper, suspended on scales, large enough in size to hold a full batch without handraking or running over. The weight box or hopper shall be supported on a fulcrum and

knife edges so constructed that they will not be easily thrown out of alignment or

adjustment. Gates on both bins and hopper shall be so constructed as to prevent fromleakage when they are closed.

2. The plant shall include a batch mixer of an approved twin pugmill type, rotary drum type, or

other type that has proved itself capable of producing a uniform mixture within the limits

of this Specification. It shall have a batch capacity of not less than 900 kg. If of the

pugmill type, the clearance of the blades from all fixed and moving parts shall not exceed20mm. if the mixing tank is closed, it shall be fitted with a lid to prevent the dust from

being dispersed into the air. The mixer shall have an accurate time lock to control the

operation of a complete mixing cycle by locking the weight box gate after charging of the

mixer until the closing of the mixer gate at the completion cycle: it shall lock the asphalt

bucket, throughout the dry mixing period and shall lock the mixer gate throughout the dry

and wet mixing periods. The dry mixing period is defined as the interval of time between

the opening of the weigh box gate and the application of the asphalt cement. The wet

mixing period is the interval of time between the application of asphalt cement and theopening of the mixer gate.

3. The control of the timing shall be adjustable and capable of being set at maximum intervals of 5 seconds for cycles of mixing up to 3 minutes. A mechanical batch counter shall be

installed as a part of the timing device shall be so designed as to register only completely

mixed batches.

310.3.2 Special Requirements for Continuous Mixing Plants



1. The plant shall include a means for accurately proportioning each size of aggregate either by

weighing or by volumetric measurement. When proportioning is by volume, the unit shall

include a feeder mounted under the compartment bins. Each bin shall have an accurately

controlled gate, for volumetrically measuring the material drawn from each respective

bin. The gate shall be rectangular with dimensions of about 300 mm x 250mm with onedimension adjustable by positive mechanical means provided with a lock. An indicator

shall be provided on each gate to show the amount of the gate opening. Filler, if used,shall be proportioned separately from a small hopper mounted directly over the mixer.

2. The plant shall provide for the calibration of gate openings by means of weight test samples.

The materials fed out of the storage bins through their individual offices shall be by-

passed to a suitable test box, each compartment of material being confined in a separate

box section. The plant shall be equipped to handle conveniently samples of about 400 kg

to be weight on accurate scales.3. Means shall be provided in the plant to afford positive interlocking control between the flow

of aggregate from the bins and the flow of asphalt cement from the meter or other

proportioning source to the satisfaction of the Consultant.

4. The plant shall include a continuous mixer of an approved type. The paddles shall be of an

adjustable type for angular position on the shafts and shall be reversible to retard the flow

of the mix. The mixer shall carry a manufacturer’s plate giving the net volumetric content

of the mixer at various feed rates.

5. the mixing shall be determined using the following formula:

Mixing time in seconds = Pugmill dead capacity in kilogramsPugmill output in kilograms per second

310.3.3 Preparation of Aggregates

Before being fed to the mixer, aggregates and filler for binder and wearing courses shall be

separated into two or more sizes and stored separately. One storage unit shall contain aggregate of such size that 80 percent will be retained on a 4.75 mm (No. 4) sieve. Should the Contractor elect

to use natural as a separate component it also shall 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 or uncontrolled combination of materials of different grading shall be

discontinued and the segregated or degraded materials shall be prescreened, or wasted, and, if

necessary, passed through the dryer before being mixed.

Fine course aggregates shall be fed into the dryer at a uniform rate and the rate of feed shall be

maintained within 10 percent of the amount set. Course and fine aggregates shall be dried to

moisture content exceeding 1 % and heated so that when delivered to the mixer they shall be at a

temperature of 25º C above the mixing temperature for the asphalt cement being used, or as

ordered by the Consultant.

310.3.4 Preparation and Composition of the Mixture

First the aggregate, including filler, shall be loaded into the mixer followed by the asphalt cement.Mixing shall continue until all particles of aggregate are coated uniformly. When the mixture is

prepared in a twin pug mixer, the volume of aggregate shall be not so great as to extend above the

tips of the mixer blades when these blades are in a vertical position. Mixing shall continue until all

particles of aggregate are coated uniformly.

310.3.5 Mix Trials



1. Prior to commencing the supply of asphaltic concrete for flexible surfacing, the Contractor

shall submit full details of his proposed grading and mixes to the Consultant. On

receiving preliminary approval of his proposals the Contractor shall then arrange to lay

and properly compact trial areas of binder and wearing course materials.

2. The contractor shall place approximately 80t of asphaltic concrete in each trial area whichshall be large enough to demonstrate to the satisfaction of the Consultant that the laying

and compaction equipment complies with the requirements of the Specification and thatthe proposed mixes as laid are acceptable.

310.3.6 Job Mix

1. Marshall Specimens are to be obtained from each of the base and wearing course

materials supplied for trial laying purposes. The marshall specimens shall be formed andcompacted in proper moulds, in accordance with the procedure described in ASTM D

1559.

2. The contractor shall demonstrate to the satisfaction of the Consultant by testing, carried

out in the presence of the Consultant’s Representative, in accordance with the procedures

set out in the Marshall Method of Mix Design in the Asphalt Institute Manual, Mix

Design Methods, for Asphalt Concrete and Other Hot Mix Types, Manual Series No. 2

(MS-2), that the requirements given in Table V are achieved. The loss in Marshall

Stability by submerging specimens in water at 60º C for 24 hours shall be not more than25 percent of the stability of the job-mix. In addition the Contractor shall demonstrate by

approved tests to the satisfaction of the Consultant that the proposed mix is not subjectedto stripping of the asphalt cement from the aggregates.

TABLE V

MARSHALL TEST REQUIREMENT FOR ASPHALT CONCRETE

BINDER COURSE WEARING COURSE

Min. Max. Min. Max.

STABILITY (lbf)

FLOW (0.01 in)

AIR VOIDS (1%)

AGGREGATE VOIDS FILLED WITH

ASPHALT CEMENT (%)

FIELD COMPACTED DENSITY

MARSHALL SPECIMEN DENSITY

1200

8

3

60

97

-

16

8

75

-

1200

8

3

70

97

-

16

6

80

-

3. To determine the Marshall Specimen Density, from each set of six Marshall Specimens,

the highest and lowest densities shall be ignored and the Marshall Specimen Density shall

then be the mean of the densities of the remaining specimens.



4. As compacted densities shall be determined of samples taken from the materials laid and

compacted for the mix trials as specified. At least four samples shall be taken for each of

the binder and wearing course materials, under the direction of the Consultant’s

Representative, and the required percentage of the Marshall Specimen Density shall be

activated in each case. Testing shall be in accordance with ASTM D 2726.5. When the Consultant’s Representative is satisfied that the materials and methods

demonstrated by the Contractor during trial laying comply with the requirements of theContract, the Consultant shall determine the job-mix and shall inform the Contractor in

writing of its composition. On receipt of such information the Contractor may proceed

with the work.

310.3.7 Transportation of Plant-Mixture

The mixture shall be transported to the site in steel-plate lined trucks with a minimum capacity of

5 tones. The inside body shall be lightly coated with a soap or detergent solution to prevent

adhesion of the mixture and shall be equipped with covers or tarpaulins to protect the mixture.

310.3.8 Spreading and Compacting

1. Prior to commencing work, the surface to be covered shall be thoroughly cleaned. All

mixtures shall be spread and all initial compaction completed at a temperature such thatthe viscosity of the asphalt cement is within the range of 140 +/- 10 seconds Saybolt

Furol. The mixture shall not be placed on wet surfaces or when weather conditions willotherwise prevent its proper handling or finishing.

2. Asphalt pavers shall be self-propelled mechanical spreading and finishing equipment,

provided with a screed or strike-off assembly capable of distributing the material to not

less than the full width of a traffic lane. Screed action shall include any cutting, crowding

or other practical action which is effective on the mixture without tearing, shoving or

gouging, and which produces a surface texture of uniform appearance. The screed shall

be adjustable to the required section and thickness. The pavers shall be provided with

either a full width roller or tamper or other suitable compacting devices. Pavers that leaveridges. Indentations or other marks in the surface that cannot be eliminated by rolling or

prevented by adjustment in operation shall not be used.

3. The prepared base to be surface shall be marked such that minor irregularities in its surfaceare not repeated in the surfacing. Alternatively approved automatic leveling devices may

be used.

4. The sequence of laying shall be planned in advance and shall be subject to the approval of the

Consultant’s Representative. Where applicable laying of material shall commence on the

lower side of the road. Where a course previously laid is joined to a course to be laidlater, the first course shall be cut back to a vertical face and painted with asphalt cement

as directed by the Consultant.

5. A joint in any layer shall not lie in any lower bituminous layer but shall be laterally displaced

by a minimum of 100 mm.

6. The mix shall be compacted immediately after placing. Initial rolling shall follow the pavers s

closely as possible and shall be with a steel wheeled tandem or three-wheel roller with a

minimum wheel load of 50 knN/m (265 lb/in) or an approved vibrating steel wheeled

roller. Immediately following the sealing of longitudinal joints, rolling shall commenceon the lower side of each strip laid in progress toward the higher side. Intermediate

rolling with a pneumatic tired roller with tire pressures not less than 620 Kn/m2 (90lbf/in2) shall be done immediately behind the initial rolling. Final rolling shall eliminate

marks from previous rolling. All rollers shall incorporate quick reversing mechanisms. In

areas too small for the roller, a vibrating plate compactor or hand tamper shall be used to

achieve the specified compaction.

7. Rolling shall continue as long as required to attain the minimum specified compaction and

until all surface movement has ceased.



310.3.9 Compliance with Job- Mix Requirements

1. The material being laid shall comply with the requirements of Table VI.

2. Modifications to the job-mix may only be made with the approval of the Consultant.

Should the Consultant at any time have reason to believe that the materials and methodsof laying are different from those approved, he shall so advise the Contractor in writing

and may order work on flexible surfacing to cease pending further trial laying and testing.3. Following each day’s work the Contractor shall cut core samples from locations chosen

by the Consultant’s Representative. The cores will be used to test the density by either

ASTM D 1188, or ASTM D 2726, whichever is applicable.

TABLE VI

COMPLIANCE WITH ASPHALT CONCRETE JOB-MIX

310.3.11 Pavement Thickness and Tolerance

The asphalt concrete binder and wearing courses shall be laid to the designed levels and transverse

slopes as shown on the Drawings. The allowable tolerances shall be in accordance with Table

VII.TABLE VII

TOLERANCES FOR FLEXIBLE SURFACING

ASPHALT CONCRETE

SURFACING (Binder and

Wearing Courses)Permitted variation from design

THICKNESS OF LAYER mm +/- 5


LEVEL OF SURFACE mm +/- 5

Permitted SURFACE IRREGULARITY

Measured by 3m straight-edge mm 5

Permitted variation from design % +/- 0.2

U.S. STANDARD SIEVE PERMISSIBLE VARIATION

mm alternative % of total mix by weight

4.752.36

0.600

0.075

Asphalt cement

(No.4) and larger (No.8)

(No.30)

(No.200)

+/- 6%+/- 4%

+/- 3%

+/- 2%

+/- 0.1%



CROSSFALL OR CAMBER


1. The quantities of aggregate for asphalt concrete binder or wearing course of aggregate Class

A or B shall be design volume in place as shown on the Drawings. No allowance will be

given for materials placed outside the design limits shown on the cross-sections.

2. The quantities of aggregate for trial sections shall be the weight of the complete mixture lessthe weight of asphalt cement as measured in paragraph 5.

3. The quantities for leveling courses shall be weight of the complete mixture less the weight of

asphalt cement as measured in paragraph 5.

4. Where quantities of aggregate are paid for by weight the complete mix shall be weighed onapproved vehicle scales which have been previously tested, certified and sealed by the

responsible agency of the Philippine Government.

5. The quantity of asphaltic material to be measured shall be the calculated weight determined

from the job-mix and the design volume of asphalt concrete in place as shown on the

Drawings or the volume of asphalt cement ordered for trial sections or leveling.

Quantities of asphaltic material, wasted or remaining on hand after completion of the

work shall not be measured or paid for.


The quantities measured as stated above shall be paid for at the appropriate contract unit price for

the pay items shown in the Bill of Quantities, which prices and payment shall constitute full

compensation for furnishing and placing all materials and for all labor, tools and incidentals

necessary to complete this Item.


PAY ITEM NO. DESCRIPTION UNIT OF MEASUREMENT

310 Asphalt Concrete Surfacing Cubic meter



ITEM 405

STRUCTURAL CONCRETE

405.1 DESCRIPTION

405.1.1 Scope

This item shall consist of furnishing, placing and finishing concrete in all structures in

accordance with this Specification and conforming to the lines, grades and dimensions shown

on the Plans. Concrete shall consist of a mixture of Portland cement, fine aggregate, coarse

aggregate, admixtures when specified, and water mixed in the proportions specified or

approved by the Consultant.

405.1.2 Classes and Uses of Concrete

Use Class A concrete for all concrete works.


405.2.1 Portland Cement

Type I Portland Cement conforming to AASHTO M 85 (ASTM C 150).

405.2.2 Fine Aggregate



However, when tested for the effect of organic impurities of strength of mortar may be used if

the relative strength at 7 and 28 days is not less than 95 mass percent.

The fine aggregate shall be well-graded from course to fine and shall conform to Table

405.1.

Table 405.1 – Grading Requirements for Fine Aggregates

Sieve Designation Mass Percent Passing

9.5 mm

4.75 mm

1.18 mm

0.300 mm

0.150 mm

3/8 in

No. 4

No. 16

No. 50

No. 100

100

95-100

45-80

5-30

0-10

405.2.3 Coarse Aggregates

405.2.4

It shall consist of crushed stone, gravel, blast furnace slag, or other approved inert materials

of similar characteristics, or combinations thereof, having hard, strong durable pieces and free

from any adherent coatings.

It shall contain not more than one (1) mass percent of material passing the 0.075 mm (No.

200) sieve, not more than 0.25 mass percent of clay lumps, not more than 3.5 mass percent of

soft fragments.

If the coarse aggregate is subjected to five (5) cycles of the sodium sulfate soundness test, the

weighted loss shall not exceed 12 mass percent.

It shall have a mass percent of wear not exceeding 40 when tested by AASHTO T 96.

If slag is used, its density shall not be less than 1120 kg/m3 (70 lb/cu.ft.). The graduation of

the course aggregate shall conform to Table 405.2.

Only one grading specification shall be used from any one source.

Table 405.2 – Grading Requirements for Course Aggregate



Sieve Designation Mass Percent Passing for

Standard

Mm

Alternate

US Standard

Class

A

Class

C

63

50

37.5

25

19.0

12.5

9.5

4.75

2 ½”

2”

1 1/2”

1”

¾”

½”

3/8”

No. 4

100

95-100

35-70

10-30

0-5

100

95-100

25-60

0-10*

• The measurement cement content shall be within plus (+) or minus (-) 2 mass

percent of the designed cement content.

405.2.5 Water

Clean and free of oil, salt, acid, alkali, grass or other substances injurious to concrete and steel.

405.2.6 Reinforcing Steel

It shall conform to the requirements of Item 404. Reinforcing Steel.

405.2.7 Admixtures

Air retaining admixtures shall conform to the requirements of AASHTO M 154.

Chemical admixtures shall conform to the requirements of AASHTO M 194.

405.2.8 Curing Materials

Shall be any of the following materials:

a. Burlap cloth made from June or kenaf AASHTO M 182

b. Sheeting Materials AASHTO M 171 (ASTM C 171)

c. Liquid membrane forming compound AASHTO M 148 (ASTM C 309)

405.2.9 Elastomeric Compression Joint Seals

These shall conform to AASHTO M 220.

405.2.10 Storage of Cement and Aggregates

All cement shall be stored, immediately upon delivery at the Site, in weatherproof building

which will protect the cement from dampness. The floor shall be raised from the ground. The



buildings shall be placed in locations approved by the Consultant. Provisions for storage shall all

be ample, and the shipments of cement as received shall be separately stored in such a manner

ad to allow the earliest deliveries to be used first and to provide easy access for identification

and inspection of each shipment.

Storage buildings shall have a capacity for storage of a sufficient quantity of cement to allow

sampling at least (12) days before the cement is to be used. Bulk cement, if used, shall be

transferred to elevated air tight and weatherproof bins. Stored cement shall meet the test

requirements at any time after shortage when retest is ordered by the Consultant. At the time of

use, all cement shall be free-flowing and free of lumps.

The handling and storing of concrete aggregates shall be as such to prevent segregation of the

inclusion of foreign materials. The consultant may require that aggregates be stored on separate

platforms at satisfactory locations.

In order to secure greater uniformity of concrete mix, the Consultant may require that the coarse

aggregate be separated into two or more sizes. Different sizes of aggregates shall be stored in

separate bins or in separate stock piles sufficiently remote from each other to prevent the

material at the edges of the piles from becoming intermixed.

405.2.11 Materials for Forms

Concrete forms shall be wood, plywood, steel or other suitable materials. Plywood shall not be

less than 12 mm thick and shall be free from irregularities, dents and sags. Forms shall be coated

with non-staining form coating compound such as form oil of the approved make.

405.3 SAMPLING AND TESTING OF STRUCTURAL CONCRETE

As work progresses, at least one(1) sample consisting of three (3) concrete cylinder test

specimens, 150 x 300 mm (6 x 12 inches) , shall be taken from each seventy five (75) cubic

meters of each class of concrete or fraction thereof placed each day.

Compliance with the requirements of this Section shall be determined in accordance with the

following standard methods of AASHTO:

Sampling of fresh concrete T 141

Weight per cubic meter and air content (gravimetric) of concrete T 121

Sieve analysis of fine and coarse aggregates T 27

Slump of Portland Cement concrete T 119

Specific Gravity and absorption of fine aggregate T 84

Tests for strength shall be made in accordance with the following:



Making and curing concrete compressive and flexural tests

specimens in the fieldT 23

Compressive strength of molded concrete cylinders T 22

405.4 PRODUCTION REQUIREMENTS

405.4.1 Proportioning and Strength of Concrete

The concrete materials shall be proportioned in accordance with the requirements for each class

of concrete as specified in Table 405.3, using the absolute volume method as outlined in the

American Concrete Institute (ACI) Standard 211.2, “Recommended Practice for Selecting

Proportions for Normal and Heavyweight Concrete”. Other methods of proportioning may be

employed in the mix design with prior approval of the Consultant. The mix shall either be

designed or approved by the Consultant. A change in the source of materials during the progress

of work may necessitate a new mix design.

The strength requirements for each class of concrete shall be as specified in Table 405.3

Table 405.3 – Composition and Strength of Concrete for use in Structures

Class of

Concrete

Minimum

Cement

Content per

m3

Kg

(bag**)

Maximum

water/Cement

Ratio

kg/kg

Consistency

Range in

Slump

Mm(inch)

Designated

Size of

CoarseAggregate

Square

Opening std.

mm.

Minimum

Compressive

Strength of

150x300 mmConcrete

Cylinder

Specimen at

28 days,

MN/m2 (psi)

A360

(9 bags)0.53

50-100

(2-4)

37.5 – 4.75

(1 ½” – No.4)

20.7

(3000)

** Based on 40 kg/bag

405.4.2 Consistency

Concrete shall have a consistency such that it will be workable in the required position. It shall

be of such a consistency that it will flow around reinforcing steel but individual particles of the

coarse aggregate when isolated shall show on coating of mortar containing its proportionate

amount of sand. The consistency of concrete shall be gauged by the ability of the equipment to



properly place it and not by the difficulty in mixing and transporting. The quantity of mixing

water shall be determined by the Consultant and shall not be varied without his consent.

Concrete as dry as it is practical to place with the equipment specified shall be used.

405.4.3 Batching

Measuring and batching of materials shall be done with approved measuring containers.

1. Portland cement

Either sacked or bulk cement may be used. No fraction of a sack of cement shall

be used in a batch of concrete unless the cement is weighed.

All bulk cement shall be weighed on an approved weighing device. The bulk

cement weighing hopper shall be properly sealed and vented to preclude dusting

operation. The discharge chute shall not be suspended from the weighing hopper

and shall be so arranged that cement will neither be lodge in it nor leak from it.

Accuracy of batching shall be within plus (+) or minus (-) 1 mass percent.

2. Water

Water may be measured either by volume or weight. The accuracy of measuring

the water shall be within a range of error of not more than 1 percent.

4. Aggregates

Stockpiling of aggregates shall be in accordance with the Subsection 405.2.9. if

the aggregates contain high or non-uniform moisture content, storage or

stockpile period in excess of 12 hours may be required by the Consultant.

Batching for aggregates shall be so conducted as to result in a 2 mass percent

maximum tolerance for the required materials.

5. Admixtures

The Contractor shall follow an approved procedure for adding the specified

amount of admixture to each batch and will be responsible for its uniform

operation during the progress of the work. He shall provide separate scales for

the admixtures which are to be proportioned by weight, and accurate measures

for those to be proportioned by volume. Admixtures shall be measured into the

mixer with an accuracy of plus or minus three percent.



The use of calcium chloride as an admixture will not be permitted.

405.4.4 Mixing and Delivery

Concrete may be mixed at the site of construction or by a combination of central point mixing

and truck agitating. Mixing and delivery of concrete shall be in accordance with the appropriate

requirements of AASHTO M 157 except as modified in the following paragraphs of this section,

for or a combination of central point and truck agitating. Delivery of concrete shall be regulated

so that placing is at a continuous rate unless delayed by the placing operations. The intervals

between delivery of batches shall not be so great to allow the concrete in place to harden

partially, and in no case shall such an interval exceed 30 minutes.

When volumetric measurements are authorized, the weight proportions shall be converted to

equivalent volumetric proportions. In such cases, suitable allowance shall be made for variations

in the moisture condition if the aggregates, including the bulking effect in the fine aggregate.Batching and mixing shall be in accordance with the ASTM C 685, Section 6 through 9.

For batch mixing at the site of construction or at a central point, a batch mixer of an approved

type shall be used. Mixer having a rated capacity of less than one-bag batch shall not be used.

The volume of concrete mixed per batch shall not exceed the mixer’s nominal capacity as

shown on the manufacturer’s standard rating plate on the mixer except that an overload up to ten

percent above the mixer’s nominal capacity may be permitted, provided concrete test data from

strength, segregation concrete takes place. The batch shall be so charge into the drum that a

portion of the water shall enter in advance of the cement aggregates. The flow of water shall be

uniform and all water shall be in the drum by the end of the first 15 seconds of the mixing

period. Mixing time shall be measured from the time all materials, except water, are in a drum.

Mixing time shall not exceed 60 seconds for mixers having a capacity of 1.5m3 or less. For

mixers having a capacity greater than 1.5m3, the mixing time shall not less than 90 seconds. If

timing starts, the instant the skip reaches its maximum raised position, 4 seconds shall be added

to the specified mixing time. Mixing time ends when the discharge chute opens.

The mixer shall be operated at the drum speed as shown on the manufacturer’s name plate on

the mixer. Any concrete mixed less than the specified time shall be discarded and disposed off

by the Contractor at his own expense.

The timing device on stationary mixers shall be equipped with a bell or other suitable warning

device adjusted to give a clearly audible signal each time the lock is released. In case of failure

of the timing device, the Contractor will be permitted to continue operations while it is being



prepared, provided he furnishes an approved timepiece equipped with minute and seconds

hands. If the timing device is not placed in good working order within 24 hours, further use of

the mixer will be prohibited until repairs are made.

Retempering concrete will not be permitted. Admixtures for increasing the workability, for

retarding the set, or for accelerating the set or improving the pumping characteristics of the

concrete will be permitted only when specifically provided for in the Contract, or authorized in

writing by the Consultant.

1. Mixing Concrete: General

Concrete shall be thoroughly mixed in a mixer of an approved size and type that will

ensure a uniform distribution of the materials throughout the mass.

All concrete shall be mixed in mechanically operated mixers. Mixing plant andequipment for transporting and placing concrete shall be arranged with an ample

auxiliary installation to provide a minimum supply of concrete in case of breakdown

of machinery or in case the normal supply of concrete is disrupted. The auxiliary

supply of concrete shall be sufficient to complete the casting of a section up to a

construction joint that will meet the approval of the Consultant.

Equipment having components made of aluminum or magnesium alloys, which

would have contact with plastic concrete during mixing, transporting or pumping of

Portland Cement concrete, shall not be used.

Concrete mixers shall be equipped with adequate water storage and a device for

accurately measuring and automatically controlling the amount water used.

Materials shall be measured by weighing. The apparatus provided for weighing the

aggregates and cement shall be suitably designed and constructed for this purpose.

The accuracy of all weighing devices except that for water shall be such that

successive quantities can be measured to within one percent of the desired amounts.

The water measuring device shall be accurate to plus or minus 0.5 percent. All scales

and measuring device shall be tested at the expense of the Contractor as frequently as

the Consultant may be deeming necessary to insure their accuracy.

Weighing equipment shall be insulated against vibration or movement of other

operating equipment in the plant. When the entire plant is running, the scale reading



at cut-off shall not vary from the weight designated by the Consultant more than one

mass percent for the total aggregate in any hatch.

2. Mixing Concrete at Site

Concrete mixers may be of the revolving drum or the revolving blade type and the

mixing drum or blades shall be operated uniformly at the mixing speed

recommended by the manufacturer. The pick-up and throw-over blades of mixers

shall be restored or replaced when any part or section is worn 20 mm or more below

the original height of the manufacturer’s design. Mixers and agitators which have an

accumulation of hard concrete or mortar shall not be used.

When the aggregate contains more water than the quantity necessary to produce a

saturated surface-dry condition, representative samples shall be taken and the

moisture content determined for each kind of aggregate.

The batch shall be so charged into the mixer that some water will enter in advance of

cement and aggregate. All water shall be in the drum by the end of the first quarter of

the specified mixing time.

Cement shall be batched and charged into the mixer so that it will not result in loss of

cement due to the effect of wind, or in accumulation of cement on surfaces of

conveyors or hoppers, or in other conditions which reduce or vary the required

quantity of cement in the concrete mixture.

The entire content of a batch mixer shall be removed from the drum before materials

for a succeeding batch are placed therein. The materials composing a batch except

water shall be deposited simultaneously into the mixer.

All concrete shall be mixed for a period of not less than 1 ½ minutes after all

materials, including water, are in the mixer. During the period of mixing, the mixer

shall operate at the speed for which it has been designed.

Mixers shall be operated with an automatic timing device that can be locked by the

Consultant. The time device and discharge mechanics shall be so interlocked that

during the normal operation no part of the batch will be discharged until the

specified mixing time has elapsed.



The first batch of concrete materials placed in the mixer shall contain a sufficient

excess of cement, sand and water to coat the inside of the drum without reducing the

required mortar of the concrete mix. When mixing is to cease for a period of one

hour or more, the mixer shall be thoroughly cleaned.

3. Mixing Concrete at Central Plant

Mixing at central plant shall conform to the requirements for mixing at the site.

4. Transporting Mixed Concrete

Mixed concrete may only be transported to the delivery point in truck agitators or

truck mixers operating at the speed designated by the manufacturer’s of the

equipment as agitating speed, or in non-agitating hauling equipment, provided the

consistency and workability of the mixed concrete upon discharge at the delivery

point is suitable for adequate placement and consolidation in place.

Truck agitators shall be loaded not to exceed the manufacturer’s guaranteed capacity.

They shall maintain the mixed concrete in a thoroughly mixed and uniform mass

during hauling.

No additional mixing water shall be incorporated into the concrete during hauling or

after arrival at the delivery point.

The rate of discharge of mixed concrete from truck mixers or agitators shall be

controlled by the speed of rotation of the drum in the discharge direction with the

discharge gate fully open.

When a truck mixer or agitator is used for transporting concrete to the delivery point,

discharge shall be completed within one hour, or before 250 revolutions of the drum

or blades, whichever comes first, after the introduction of the cement to the

aggregates. Under conditions contributing to quick stiffening of the concrete or when

the temperature of the concrete is 30º C, or above, a time less than one hour will be

required.

5. Delivery of Mixed Concrete

The Contractor shall have sufficient plant capacity and transportation apparatus to

insure continuous delivery at the rate required. The rate of delivery of concrete

during concrete operations shall be such as to provide for the proper handling,



placing and finishing of the concrete. The rate shall be such that the interval between

batches shall not exceed 20 minutes. The methods of delivering and handling the

concrete shall be such as will facilitate placing of minimum handling.


The quantity of structural concrete to be paid for will be the final quantity, in cubic meters,

placed and accepted in the completed structure. No deduction will be made for the volume

occupied by pipe less than 100 mm (4 inches) in diameter or by reinforcing steel, anchors,

conduits, weep holes or expansion joint materials.


The accepted quantity, measured as prescribed in Section 405.5, shall be paid for at the contract

unit price per cubic meter which payment shall constitute full compensation for furnishing,

placing and finishing concrete including all labor, equipment, tools and incidentals necessary tocomplete the work prescribed in this item.

The cost or payment of this item will be included and paid under the Work Item for which

concrete is required.

gen specs - road

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