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SECTION 401

to produce a properly and uniformly mixed batch. If, in the course of mixing, two adjacent paddle tips become broken, immediate
repair will be called for. If the paddle tips become broken at widely separated points, repair may be delayed until the end of the
working day. The clearance of the tips from all fixed and moving parts shall not exceed 3/4”. Badly worn or defective tips shall
not be used in mixing operations. The mixer shall be covered to prevent loss of fine material. The discharge gate shall be so
designed that no uncoated material is retained at the gate opening during the mixing operation. Leakage from the pug mill gate

during operation will not be permitted.

3.4.9 Each plant shall be equipped with an accurate time lock to contro! the operations of a complete mixing cycle. A
mixing cycle shali consist of two periods, the dry mixing period and the wet mixing period. The dry mixing period shall be the
interval of time between the opening of the aggregate weigh hopper gate and the start of the application of asphalt binder. The
wet mixing period shall be the interval of time between the start of the application of asphalt binder and the opening of the mixer
gate. The time lock shall be capable of being set at intervals of five seconds or less throughout the mixing cycle and shall have
a suitable case equipped with an approved lock. The setting of time intervals shall be performed in the presence and under the
direction of the Engineer who may lock the case until such time as a change is to be made in timing periods. The time lock shail
lock the asphalt binder bucket throughout the dry mixing period and shall lock the mixer gate throu ghout the dry and wet mixing
period.

3.4.10 | The use of a fully automatic batching plant will be required and shall meet the following requirements:

(a) The automatic proportioning controls shall include equipment for accurately proportioning batches of the various
components of the mixture by weight in the specified sequence and for controlling and timing the mixing operation.
Interlocks shall be provided that delay, stop, or lock out the automatic batch cycling whenever the batched quantity
of any component weight or the total batch is not within the specified weight tolerance, or when there is a
malfunction in any portion of the control system.

(b) The automatic control for each batching scale system shall be equipped with a device for stopping the automatic
cycle in the underweight check position and in the overweight check position for each material so that the tolerance
setting may be checked.

(c) Each dial scale system shall be equipped with a removable dial puller that can be attached to the dial lever system
so that the dial can be moved smoothly and slowly through its range to check the settings of the automatic control
system. The plant operator shall perform this automatic control system checkout procedure periodically as
requested by the Engineer.

(d) The weigh batching controls shall meet the following tolerances for the various components weighed in each batch:

Percentage of
Component Weighed Total Batch Weight
Tare weight of aggregate weigh box +0.5
‘Tare weight of asphalt binder w

_Each aggregate component HS
Mineral filler +0.5
Asphalt +0.1

(e) The total weight of the batch shall not vary by more than +2.0 percent of the designated batch weight.

(f) Recording equipment shall be provided in all plants employing automatic proportioning. Each recorder shall
include an automatic printer system. The printer shall be positioned so that the scale reading and the printer can
be readily observed from one location by the plant inspector. The printer shall produce, in digital form, a weight
slip conforming to the requirements of 109.01 and 401.3.8.1.

(g) Ifat any time the automatic proportioning or recording system becomes inoperative, the plant will not be allowed
to operate.

3.4.11 The aggregate shall be dried and heated to a minimum temperature of 260° F. The asphalt binder shall be heated to a
temperature between 260° and 325° F. Each size of hot aggregate, the mineral filler if required, and the bituminous cement shall
be measured separately and accurately to the proportions in which they are to be mixed. The mixture shall be made by charging
the mixer with the hot aggregate, coarse sizes first, unless otherwise directed, which shall be dry mixed for 5 to 15 seconds. The
asphalt binder shall be added and the mixing continued until a uniform coating is obtained and all particles of the aggregate are
thoroughly coated. The total dry and wet cycle shall not be less than 35 seconds for base and binder mixtures and not less than
40 seconds for the wearing course. In no case shall the total mixing period exceed 75 seconds.

3.4.12 Ifthe aggregate in the hot bins contains sufficient moisture to cause foaming in the mixture, such aggregate shall be
removed from the bins, and production rate shall be reduced so as not to exceed the capacity of the dryer. Material having once
gone through the mixing plant shall not be returned to the stockpiles.

2016 NHDOT
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SECTION 401

3.5 Drum Mix Plants — General.

3.5.1 The plant shall be specifically designed for the process and shall be capable of satisfactorily heating, drying, and
uniformly mixing the bituminous material and aggregate in accordance with the job mix formula. The rate of flaw through the
drum shall be controlled in order that a homogeneous mixture is obtained with all particles uniformly coated. In no case shall
the quantity of mix produced exceed the manufacturer’s rated capacity. If the percent of moisture in the mixture exceeds 1.0
percent by weight, the right is reserved to decrease the rate of production. The plant shall be equipped with automatic burner
controls.

3.5.2 The cold bins shall be divided in at least five compartments and shall be designed to prevent the overflow of material
from one bin to another. When reclaimed pavement is used, an additional bin designed for this purpose will be required. In
event of an emergency this bin may be used to feed aggregate in an amount not to exceed 15% of material to complete the days
production. Each cold bin shall be equipped with an orifice to feed the aggregate accurately and uniformly. The feeding orifice
shall be adjustable, and indicators shall be provided to show the gate opening. An automatic plant shutoff device shall be provided
to operate when any aggregate bin becomes empty or the flow from any bin gate becomes restricted. A vibrator or other suitable
means may be required in order to ensure a uniform flow of materials. The order of aggregate feed onto the composite cold feed
belt shall be from coarse to fine.

3.5.3 The total cold aggregate feed shall be weighed continuously by an approved belt scale. The weighing system shall
register within +0.5 percent of the indicated load.

3.5.4 Proportioning controls for aggregate and asphalt binder shall be located at the panel that also controls the mixture and
the temperature. The panel shall be equipped with automatic controls that shall display, in digital form, the percentages of asphalt
binder, mineral filler if required, and each aggregate in the job mix formula. The panel shall also be equipped to raise and lower
the production rate without having to reset the individual controls for each change in production rate. The controls shall maintain
aggregate flow accuracy such that the total variation of all materials being drawn per interval of time shall not exceed an amount
equal to 1.5 percent of the total weight of bituminous mixture per interval of time.

3.5.5 Provisions shall be made for introducing the moisture content of the total cold feed into the belt weighing system and
correcting the wet aggregate weight to dry aggregate weight. The system shall be capable of adjusting the flow of bituminous
material to compensate for any variation in the dry weight of the aggregate flow. It shall be the responsibility of the Contractor
to monitor and determine accurate moisture contents of the aggregate and RAP stockpiles used for production of hot mixed
asphalt. Accurate moisture contents shall be determined at a minimum every other day of production. In the event of rain,
moisture contents shall be determined for all aggregates and RAP to be utilized before the next day's production.

3.5.6 The dry weight of the aggregate flow shall be displayed by automatic digital readout in units of weight per interval of
time.

3.5.7 | When mineral filler is specified, a separate bin and feeder shall be provided with a variable drive interlocked with the
aggregate feeders. Mineral filler shall be introduced and uniformly dispersed into the mixture without loss to the dust collection
system. A device shall be provided to indicate when the flow of filler into the delivery system stops or its specified volume is
out of job mix tolerance. The rate of flow shall be accurate to within 0.5 percent by weight, of the total mix. Means shall be
provided to readily divert the flow of mineral filler into a container for measurement.

3.5.8 The asphalt binder shall be introduced through a continuously registering cumulative indicating meter by a pump
specifically designed for the plant. The meter shall be located in the asphalt line so that it continuously registers the asphalt
discharge to the mixer and so that the discharge through the meter can be readily diverted into a suitable container for
measurement by actual weight. The meter shall indicate accurately to within 1.0 percent the amount of asphalt binder being
delivered. The accuracy of the pump and meter shall be verified at periodic intervals as designated by the Engineer.

3.5.9 Satisfactory means shall be provided to ensure positive interlock between dry weight of aggregate flow and the flow
of bituminous material through an approved meter.

3.5.10 The flow of bituminous material shall be displayed by automatic digital readouts in terms of volume or intervals of
weight and time.

3.5.11 The plant shall have a means of diverting mixes at start up and shut down or where mixing is not complete or uniform.

3.5.12 A surge or storage system complying with 3.7 shall be provided.

2016 NHDOT

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Division 500 Division 600 Division 700 Specifications

SECTION 401

3.6 Mixing Temperature.

3.6.1 Method Requirements.
3.6.1.1. The Engineer may adjust the job mix formula temperature within the limits of 260° and 350°F according to the
existing conditions. Material with a temperature at discharge outside the job mix formula tolerance may be rejected. In no case
will a mixture be accepted with a discharge temperature in excess of 375°F.

3.6.1.2 During hot weather, the temperature of the mixture when discharged shall be as low as is consistent with proper
mixing and placing. During cold weather, a temperature approaching the upper limit is desirable

3.6.2 Performance Requirements (QC/QA).
3.6.2.1 The job mix formula temperature may be adjusted within the limits of 260 °F and 350 °F according to the existing
conditions. Material with a temperature at discharge outside the job mix formula tolerance may be rejected. In no case will a
mixture be accepted with a discharge temperature in excess of 375 °F.

3.7 Hot Storage System — General.

3.7.1. Material may be placed in a storage silo for a period not to exceed 24 hours from the time of mixing. The upper and
lower gates when closed shall create an airtight seal. The silo shall be filled to capacity. 24 hour storage will not be allowed if
there is reason to believe there is a problem with the gate seals or excessive heat loss.

3.7.2 The hot storage system shall be capable of conveying the hot mix from the plant to insulated and enclosed storage
bins and storing the hot mix without appreciable loss in temperature, asphalt migration, segregation, or oxidation.

3.7.3. The conveyer system may be a continuous type or skip bucket type. If the continuous type is used, it shall be enclosed
to prevent a drop in mix temperature. Ifthe skip bucket type is used, the bucket must be of sufficient capacity to transport an
entire batch and mass dump it into the bins.

3.7.4 The storage bins shall be designed in such a manner as to prevent segregation of the hot mix during discharge from
the conveyor into the bins and shall be equipped with discharge gates that do not cause segregation of the hot mix while loading
the mix into the trucks. The storage bin heating system shall be capable of maintaining the mix temperature without localized
heating (hot spots).

3.7.5 The bin shall be equipped with a light or indicator to show when the level of material reaches the top of the discharge
cone. The bin shall not be emptied below the top of the discharge cone until the use of the bin is completed each day. The
material remaining in the discharge cone may be rejected if there is evidence of segregation.

3.8 Weighing and Hauling — General.

3.8.1 The Contractor shall provide an approved automatic printer system that prints the weights of the material delivered,
provided the system is used in conjunction with an approved automatic batching and mixing control system. Such weights shall
be evidenced by a weight slip for each load.

3.8.2 Weight slips shall include requirements as shown in 109.01 and the following for batch plants with automatic
proportioning equipment:

(a) Tare weight of aggregate weigh box.

(b) Tare weight of asphalt binder weigh bucket.

(c) Accumulative weights as batched for cach aggregate (total of last aggregate will be aggregate total).
(d) Weight of asphalt binder.

(e) Accumulated total weight of batch.

3.8.3 Each weight slip will show a consecutive load number and shall include an accumulative total of material delivered
for each day.

3.9 Vehicles — General.

3.9.1 The inside surfaces of vehicles may be lightly lubricated with a soap solution or non-petroleum release agent that
will not be detrimental to the mix. Equipment that leaks oil, diesel fuel, gasoline, or any other substance detrimental to the
pavement will not be allowed on the project.

3.9.2. The mixture shall be transported from the paving plant to the project in trucks having tight, smooth, metal beds
previously cleaned of all foreign materials. Truck beds may be lined with a polyethylene type material designed and installed
for hauling hot bituminous mixes. Each load shall be covered with canvas or other suitable material of sufficient size and

2016 NHDOT
Go To= TOC Division 190 Division 200 Division 300 Division 400 Standard
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SECTION 401

thickness to retain heat and to protect it from weather conditions. The cover material when new shall weigh a minimum of 18
oz/yd? and it shall be a tightly woven or solid material. When necessary, so that the mixture can be delivered on the project at
the specified temperature, truck beds shall be insulated, and covers shall be securely fastened.

3.10 Placing — General.

3.10.1 Prior to placing of any mix, a pre-paving conference shall be held to discuss and approve the paving schedule, source
of mix, type and amount of equipment to be used, sequence of paving pattern, rate of mix supply, traffic control, and general
continuity of the operation. Special attention shall be made to the paving pattern sequence to minimize cold joints. The field
supervisors of the above mentioned operations shal! attend this meeting.

3.10.2 The Contractor shall notify the Engineer at least five working days in advance of paving operations to allow sufficient
time to schedule required site inspection and testing. All paving and compaction equipment shall be approved and on site prior
to start up each day.

3.10.3 Crack sealing material to be covered by a 1” or less overlay shall cure a minimum of 45 days prior to the placement
of bituminous pavement.

3.10.4 Base course pavement lifts shall not exceed the maximum compacted thickness of 5 inches. Any course exceeding 5
compacted inches shall be placed in 2 passes.

3.10.5 When performing paving operations at night, in addition to the requirements of 3.1.4.5, the Contractor shall provide
sufficient lighting at the work site to ensure the same degree of accuracy in workmanship and conditions regarding safety as
would be obtained in daylight.

3.10.6 Performance Requirements (QC/QA). The Contractor shall provide the following equipment for testing and sampling
at the project site. The equipment shall be in good condition and shall be replaced by the Contractor if, during the duration of the
project, it becomes unsuitable for testing or sampling purposes.

3.10.6.1 Metal plate 12” minimum each side, flat bottom scoop 3000-gram capacity minimum, and sample containers to
perform NHDOT B-7 sampling.

3.10.7 Weather Limitations.

3.10.7.1 General. In special instances, when the Engineer determines that it is in the best interest of the State, the Engineer
may waive the requirements of 3.10.7, provided that 3.10.7.3 shall always remain in effect.

3.10.7.2 Any material delivered to the spreader having a temperature lower than 260°F shall not be used unless modified
by a qualified warm mix technology capable of being compacted to project requirements at the recommended delivery
temperature.

3.10.7.3 Mixtures shall be placed only when the underlying surface is dry and frost free. The Engineer may permit, in case
of sudden rain, the placing of mixture then in transit from the plant, if laid on a base free from pools of water, provided motorist
visibility is not impaired and all other specifications are met. No load shall be sent out so late in the day that spreading and
compaction cannot be completed during the daylight, unless the requirements of 3.10.5 are met. The Engineer may suspend
operations for the day when the Contractor is unable to meet specifications.

3.10.7.4 All mix placed after October 1% and before May 1* shall be modified by a qualified warm mix technology.

3.10.7.4.1 Wearing course shall not be scheduled for placement after October 1st and before May 1“ without written
approval by the Engineer.

3.10.8 At the beginning and end of the project or project section, the existing pavement shall be removed to a sufficient depth
to allow the placing of the new pavement and construction of a transverse joint, which shall be painted with a suitable bituminous
material. The underlying course shall be clean and free from foreign materials and loose bituminous patches and must present a
dry, unyielding surface.

3.10.9 Sweeping - General. Existing pavement or previously laid courses shall be thoroughly dry and free from all dust,
dirt, and loose material. Sweeping with a power broom, supplemented by hand brooming, may be necessary.

3.10.10 Tack coat - General. Surfaces of any pavement course shall have a tack coat of emulsified asphalt applied in
accordance with the requirements of 410.3.4.

3.10.10.1 Tack will be sampled daily and tested by NHDOT for conformance with Section 410. Any pavement that has
been placed over tack that is found to be out of specification, but is deemed suitable to remain in place by the Engineer, will be
subject to a 3% price reduction. The price reduction will be applied only to the pavement placed on the date that the tack is

2016 NHDOT
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SECTICN 401

sampled. This price reduction will not relieve the Contractor of responsibility for latent defects and/or gross mistakes as outlined
in section 107.14.

Palen

3.10.11 General - Drainage and utility structures within the limits of the pavement shall be set and raised in accordance with
the provisions of 64.3.4. Contact surfaces of the drainage and utility castings as ordered shall be painted with a thin coating of
suitable bituminous material.

3.11 Pavers.

3.11.1.1 Pavers shall be:

(a) Self-contained, power propelled units with adjustable vibratory screeds and full-width screw augers that reach
within 18” of the end plate for fixed-width paving.

(b) Heated for the full width of the screed.

(c) Capable of spreading and finishing courses of hot asphalt mix in widths at least 12” more than the width of one
lane.

(d) Equipped with a receiving hopper having sufficient capacity to ensure a uniform spreading operation.

(e) Equipped with automatic feed controls, which are properly adjusted to maintain a uniform depth of material ahead
of the screed.

(f) Capable of being operated at forward speeds consistent with satisfactory laying of the mix.

(g) Capable of producing a finished surface of the required smoothness and texture without segregating, tearing,
shoving, or gouging the mixture.

(h) Equipped with automatic screed controls with sensors capable of sensing the transverse slope of the screed, and
providing the automatic signals that operate the screed to maintain grade and transverse slope from a reference such
as a grade wire or ski type device, either a floating beam with a minimum length of 30 ft or sonic averaging with a
minimum length of 24 ft.

3.11.1.2 Material Transfer Vehicle (MTV).

An approved MTV shall be used to transfer the bituminous mix from the hauling equipment to the paver. The MTV shall
operate independently from the paver and shall be a commercially manufactured unit specifically designed for the transfer of
mix from the hauling equipment to the paver without depositing the mix on the roadway. It shail have the ability to swing the
discharge conveyor to reach the paver hopper. The MTV shall be designed so that the mix is internally remixed. The minimum
storage capacity of the MTV shall be 12 tons,

The MTV will only be required for mainline construction and straight ramps (does not include loop ramps, interim
connections, interim crossovers and side roads) when the section is a minimum of 600 tons per paver mobilization unless
otherwise approved by the Contract Administrator.

When the MTV passes over a bridge that is not a fill over structure it shall be as near to empty as possible. The MTV also
shall not exceed 5 miles per hour while on the bridge. If the Contractor proposes moving the MTV over a bridge with more than
a minimal amount of material in it, a proposal must be submitted to and approved by the Bureau of Bridge Design prior to the
placing of any mix. The submittal needs to show in detail the wheel and axle loading that will be placed on the bridge deck.

3.11.1.3 When patching existing pavement, the material shall be placed on the prepared clean underlying surface at the
locations designated and shall be spread to produce a smooth and uniform patch, The patch material shall be thoroughly
compacted and shall match the line and grade of the adjacent pavement.

3.11.1.4 Relatively small areas not accessible to the paver may be spread by hand, but extreme care shall be taken to create
a surface texture similar to the machine work. Surface material shall be spread by lutes and not by rakes,

3.1L.1.5 Unless otherwise authorized, the final wearing course shall not be placed until guardrail posts have been set and
general cleanup has been completed.

3.11.1.6 When hot bituminous bridge pavement is to be placed over barrier membrane, the placing temperature shall be as
specified in 338.3.3.5. A paver, mounted on rubber tracks or tires, shall be used to place the 1” base course unless this procedure
is found to cause damage to the membrane. When such damage is found to be evident, the hand method may be allowed, The
hand method may also be allowed if the Engineer determines that the use of a paver for this work is impracticable. During warm
weather, the above paving shall be done during the cool period of the day. A paver shall be used to place the wearing course.

3.11.1.7 Where pavement is placed adjacent to structural members such as expansion joints, the material in the top course
shall be placed so that the compacted grade of the pavement is 1/4 to 3/8” above the grade of the structural member.

3.11.1.8 When paving on aggregate base courses and/or base course pavement, the first pass paved shall be on the travel
way and on the shoulders.

2016 NHDOT
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SECTION 401

3.11.1.9 Pavers used for all 403.11 Item work shall have a minimum weight of 28,000 lbs. and a minimum 8-foot
wheelbase.

3.11.2 Method Requirements
3.11.2.1 All courses shall be spread and finished to the required thickness by approved, self-contained, self-propelled
spreading and finishing machines (pavers). Pavers shall be provided with an adjustable, activated screed and shall be capable of
spreading the mixtures with a finish that is smooth, true to the required cross-section, uniform in density and texture, and free
from hollows, tears, gouges, corrugations, and other irregularities. Broadcasting behind the paver shall be held to a minimum.
Pavers shall be capable of spreading and finishing courses of the required thicknesses and lane widths. Horizontally oscillating
strike-off assemblies will not be approved.

3.11.2.2 The activated screed shall be of the vibrating or tamping bar type or a combination of both and shall operate without
tearing, shoving, or gouging the mixture. The activated portion of the screed shall extend the full width of the mixture being
placed in the traveled way and other areas with sufficient width to accommodate a paver. In other locations as permitted such as
narrow shoulders, tapers, and areas adjacent to curbs, non-activated extensions to the screed will be allowed. The paver shall be
equipped with a screed heater. The screed heater shall be used when starting a cold machine and for maintaining a suitable screed
temperature when needed.

3.11.2.3 Blaw Knox Pavers shall be equipped with the manufacturer’s material management kit. The paving Contractor
shall certify that this work has been done before using any Blaw Knox paver.

3.11.2.4 The paver hopper gates shall be adjusted to pass the correct amount of mix to the spreading screws so that the
screws operate more or less continuously. The height of material shall be maintained at a constant level in front of the screed, to
a point where approximately half of the auger shall be visible at all times.

3.11.2.5 When required by the Engineer pavers shall be equipped with the following automatic screed controls for each
paver:

1. Two 24 ft ski type devices or floating beams.
2. Two grade sensors.

3. Two short skis Gjoint matchers).

4. Slope sensing control for transverse slope.

The sensors for either or both sides of the paver shall be capable of sensing grade from an outside reference line or from the
surface using a ski type device and shall be capable of sensing transverse slope of the screed. The sensors shall provide automatic
signals that operate the screed to maintain the desired grade and transverse slope. Pavers shall not be used until the automatic
controls have been checked and approved by the Engineer.

3.11.2.6 The use of automatic grade and slope controls shall be required on all pavers.

3.11.2.7 Whenever a breakdown or malfunction of the automatic controls occurs, the equipment may be operated manually
for the remainder of the normal working day on which the breakdown or malfunction occurred. This method of operation must
meet all other specifications.

3.11.2.8 On projects or parts of projects where the Engineer deems that the use of automatic controls are impracticable,
some or all of the controls listed in 3.11.1.5 may be waived.

3.11.2.9 The forward speed of the paver shall be adjusted to the rate of the supply of materials so that the paver operates
without having to make stops except for emergencies. If the Engineer determines that the paving operations result in excessive
stopping of the paver, the Engineer may suspend all paving operations until the Contractor makes arrangements to synchronize
the rate of paving with the rate of delivery of materials.

3.11.3 Blank.
3.12 Compaction.

3.12.1 General. Unless an alternate compaction package is approved at the project pre-pave meeting, roller trains shall
consist of the equipment describe herein.

3.12.2 Method Requirements.
3.12.2.1 Immediately after the hot asphalt mix has been spread, struck off, and surface irregularities adjusted, it shall be
thoroughly and uniformly compacted by rolling. The initial tolling shall be done with a static or vibratory steel-drum roller.
Intermediate rolling shall be done by a pneumatic-tired roller. Final rolling shall be done with a static steel-drum roller ora roller
of the steel-drum three-axle type, locked. The completed course shall be free from ridges, ruts, humps, depressions, objectionable

2016 NHDOT
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SECTION 491

marks, visible segregation, or irregularities and in conformance with the line, grade, and cross-section shown in the Plans or as
established by the Engineer. Rollers must be in good mechanical condition, free from excessive backlash, faulty steering
mechanism, or worn parts. The empty weight and the ballasted weight shall be properly marked on each roller. The minimum
weight of static steel-drum rollers shall be 8 tons. When a vibratory roller is being used, the vibration shall stop automatically
when the roller is stopped or reversing direction of travel.

3.12.2.2 Pneumatic-tire rollers shall be self-propelled and shall be equipped with smooth tires of equal size and diameter.
The wheels shail be so spaced that one pass of a two-axle roller accomplishes one complete coverage. The wheels shall not
wobble and shall be equipped with pads that keep the tires wet. The rollers shall provide an operating weight of not Jess than
2,000 Ib per wheel. Tires shall be maintained at a uniform pressure between 55 and 90 psi with a 5 psi tolerance between al]
tires. A suitable tire pressure gauge shall be readily available.

3.12.2.3 Unless otherwise directed, rolling shall begin at the sides and proceed longitudinally parallel to the roadway center
line, gradually progressing to the crown of the roadway. The overlap shall be one-half the roller width for wheeled rollers and 6
in for vibrating rollers. No overlap is required for pneumatic-tired rollers. When paving in echelon or abutting a previously
placed lane, the longitudinal joint shali be rolled first followed by the regular rolling procedure. On superelevated curves, the
rolling shall begin at the low side and progress to the high side by overlapping of longitudinal passes parallel to the centerline.

3.12.2.4 Rollers shall move at a slow but uniform speed with the drive roll or drive wheels nearest the paver, except on steep
grades. Static and pneumatic-tired rollers shall not operate at speeds in excess of 6 mph. All courses shall be rolled until all roller
marks are eliminated.

Cores shall be collected by the Contractor at locations as determined and witnessed by the Engineer. One core per Jane mile,
but no less than two, shall be taken for each roadway segment paved. When shoulders are overlayed, cores shall be collected
solely for density information at a frequency of one core for every 750 tons of mix.

The Contractor will deliver the cores to the designated testing laboratory once NHDOT chain of custody measures have been
applied.

The minimum compaction requirement shall be 91% of maximum theoretical density as determined in accordance with
AASHTO T 209. The following reductions in unit price shall apply for all tonnage placed that is represented by any core
(excluding shoulder cores) that does not meet the minimum requirement: for results below 91% but equal to or greater than 90%,
a 5% reduction will be assessed; for any results below 90%, a 10% penalty for all tonnage placed will be assessed. At the
Engineer's discretion, the Contractor may be required to remove noncompliant material below 90% (no payment will be made
for this material or its removal).

3.12.2.4.1 All cores need not be cut at the same time. The Contractor is allowed the option to collect cores through all
placed lifts at once, provided cores are collected within two working days of placing the first course. Corrective action to any
covered course is at the Contractor’s risk.

3.12.2.5 Any displacement occurring as a result of reversing the direction of a roller, or from other causes, shall be corrected
at once by the use of lutes and the addition of fresh mixture when required. Care shall be exercised in rolling so as not to displace
the line and grade of the edges of the bituminous mixture.

3.12.2.6 To prevent adhesion of the mixture to the rollers, the wheels shall be kept properly moistened with water or water
mixed with very small quantities of detergent or other approved material. Excess liquid will not be permitted. All steel rollers
shall be equipped with adjustable wheel scrapers.

3.12.2.7 Along forms, curbs, headers, and similar structures and other places not accessible to a normal full-sized roller,
sidewalk rollers weighing at least 2,000 Ib (900 kg) shall be used. Where rollers are impracticable, the mixture shall be thoroughly
compacted with heated or lightly oiled hand tamps or vibrating plate compactors.

3.12.2.8 Unless the Engineer determines that for the weight and placement conditions a lesser number will be satisfactory
to obtain the desired pavement densities, the following is the list of required compaction equipment. The output of each paver
placing wearing course (Table 1) materials shall be compacted by the use of one each of the following complement of rollers as
a minimum: a static or vibratory steel-wheel roller, a pneumatic-tired roller and a three-axle roller or a static steel-wheeled roller.
if the required density is not being obtained with the rollers supplied, the use of additional rollers of the specified type may be
ordered. Paving widths in excess of 16 ft (5 m) will require additional rollers as ordered.

3.12.3 Performance Requirements (QC/QA).
3.12.3.1 Immediately after the hot asphalt mix has been spread, struck off, and surface irregularities adjusted, it shall be
thoroughly and uniformly compacted. The completed course shall be free from ridges, ruts, humps, depressions, objectionable
marks, visible segregation, or irregularities and in conformance with the line, grade, and cross-section shown in the Plans or as
established by the Engineer. If necessary, the mix design may be altered to achieve desired results.

2016 NHDCT
Go To=9 TOC Division 1006 Division 200 Division 300 Division 400 Standard
Division 500) Division 600 Division 700 Specifications

SECTION 401

3.12.3.2 All compaction units shall be operated at the speed, within manufacturers recommended limits, that will produce
the required compaction. The use of equipment, which results in excessive crushing of the aggregate will not be permitted. Any
asphalt pavement that becomes loose, broken, contaminated, shows an excess or deficiency of asphalt binder, or is in any way
defective, shall be removed and repiaced at no additional cost with fresh hot asphalt mix, which shall be immediately compacted
to conform with the surrounding area. Hot asphalt mix shall not be permitted to adhere to the roller drums during rolling.

3.12.3.3 The type of rollers to be used and their relative position in the compaction sequence shall be the Contractor's option,
provided specification densities are attained and with the following stipulations:

a) At least one roller shall be pneumatic-tired.
b) Vibratory rollers shall not be operated in the vibratory mode under the following conditions: When checking
or cracking of the mat occurs, when fracturing of aggregate occurs, and on bridge decks.

3.13 Joints - General.

3.13.1 Unless otherwise shown on the plans, the longitudinal wearing course joints shall be at the edge of lane placed, where
the edge line, fane line and centerline pavement markings will be applied, and joints of other courses shall be offset approximately
6".

3.13.2 The material being placed next to a previously paved lane shall be tightly crowded against the face of the abutting
lane. The paver shall be positioned so that during spreading, the material will overlap the edge of the first lane by 1 to 2” and
shall be left sufficiently high such that finish pavement of the lane being placed is approximately 1/8” higher than the previously
paved lane after compaction. The overlapped material shall be rolled without luting. Longitudinal joint compaction shall be
achieved by rolling from the hot side to within 6" of the previously placed mat. The next roller pass will overlap onto the
previously placed paved lane by 6” Further compactive effort shall be applied to all joints during the intermediate and final
rolling.

3.13.3 Placing of the course shall be as continuous as possible while complying with Contract Traffic Control Plans.
Transverse joints will be allowed at the end of each work shift or as required to provide properly bonded longitudinal joints.

3.13.3.1 No longitudinal joints greater than 1-1/2” height shall be left open to traffic unless a tapered overlapping (“wedge”)
joint is used. Centerline joints greater than 3/4” shall be properly delineated by tubular marker and signed appropriately. Joints
between traveled way and shoulder greater than 3/4” shall be delineated by barrels. Tubular markers and barrels shall meet the
requirements of Section 619. Tubular markers shall be secured to the pavement.

3.13.3.2 Unless otherwise precluded by weather conditions, longitudinal joints shall not remain open to traffic longer than
30 hours.

3.13.4 Ifa bulkhead is not used to form the transverse joint, the previously laid material shall be cut back to the designed
slope and grade of the course. The joint face shall be coated with approved bituminous bonding material meeting the
requirements of 410.2.1 before the fresh mixture is placed against it. Extreme care shall be taken to ensure that no unevenness
occurs at the joint. If unsatisfactory riding qualities are obtained at the transverse joint in the wearing course, the joint shall be
corrected by an approved method.

3.13.4.1 Prior to opening any lane(s) to traffic, transverse joints shall be ramped by means of an asphalt fillet at a minimum
of 5 ft. horizontal to 1” vertical slope.

3.13.4.2. When paving into a permanent transverse joint, a full head of material shall be carried into the joint.

3.13.5 When specified, a bituminous pavement joint adhesive, Item 403.6, shall be applied to the longitudinal joint. If joint
adhesive has not been specified, an approved bituminous bonding material meeting the requirements of 410.2.1 shall be applied
to completely cover all joint contact surfaces.

3.13.5.1 Joint adhesive shall be applied to the longitudinal joints so that the entire joint surface is covered with a minimum
1/8” thick layer of material. If a wedge joint is used the upper 4” of joint surface shall be covered with joint adhesive. In lieu of
using joint adhesive, the Contractor may elect, with the approval of the Engineer, to use multiple pavers in echelon to eliminate
the longitudinal joint. Echelon paving shall be performed as stated in 3.13.8,

3.13.5.2 The joint face on which the joint adhesive is to be applied shall be dry, free from loose material, dust, or other
debris that could interfere with adhesion. If dust or debris adheres to the joint adhesive, it shall be cleaned or recoated as directed
by the Engineer.

3.13.5.3 Trucks or traffic shall not drive across the joint adhesive until it has cooled sufficiently to prevent damage from
tracking.

2016 NHDOT
Go To=) TOC Division 100 Division 200 Division 300 Division 400 Standard
Division 500 Division 600 Division 700) Specifications

SECTION 401

3.13.5.4 Joint adhesive shall be melted in a melting kettle that meets the requirements of 413.2.2(b). The joint adhesive
shall be applied at the temperature specified by the manufacturer and shall not be heated above the safe heating temperature
specified by the manufacturer. |

3.13.5.5 Joint adhesive shall be applied using a pressure feed wand applicator system equipped with an applicator shoe as
recommended by the manufacturer. A pour-pot applicator will be allowed on wedge joints only.

3.13.5.6 Joint adhesive (Bridge Base) shall be applied to curbs, concrete armoring, and pavement matches so that the entire
joint is covered with a minimum 1/8” thick layer of material.

3.13.6 A tapered overlapping (“ wedge” ) joint may be used on all longitudinal joints provided that the adjacent lane can be
placed when the existing surface temperature is above 50° F.

3.13.6.1 An inclined face (3:1) on the joint shall be formed in the first bituminous mat placed. The inclined face may be for
the entire height or an inclined face with a 1/2” maximum vertical face at the top of the mat.

3.13.6.2 After the initial mat is placed, the mat shall be rolled to the edge of the unconfined face.
3.13.6.3 When the adjoining mat is placed the initial longitudinal wedge shall be treated as in 3.13.5.
3.13.6.4 The joint matching and compaction shall be performed in accordance with 401.3.13.

3.13.7 The Contractor shall furnish and have available a 10 ft, light-weight metal straightedge with a rectangular cross-
section of 2 by 4” at the paver at all times during paving operations. All courses shall be tested with the straightedge laid across
the transverse joint parallel to the centerline and any variations from a true profile exceeding 3/16” shall be satisfactorily
eliminated. The finished surface of the pavement shall be uniform in appearance, shall be free from irregularities in contour, and
shall present a smooth-riding surface.

3.13.8 Echelon Paving. Echelon paving, when specified or approved, shall be defined as multiple pavers paving
simultaneously and adjacent to one another such that all rolling of both mats is performed concurrently.

3.14 Variations in Profile and Cross Slope — Method (See 3.17.3.4.1).

3.15 Replacement — General. If unsatisfactory areas are found in any course, the Contractor shall remove the unsatisfactory
material and replace it with satisfactory material.

3.16 Finished Appearance — General. Any bituminous material remaining on exposed surfaces of curbs, sidewalks, or other
structures shall be removed.

3.17 Additional Performance Requirements (QC/QA).

3.17.1 Quality Control.
3.17.1.1 The Contractor shall operate in accordance with a Quality Control Plan, hereinafter referred to as the “ Plan”,
sufficient to assure a product meeting the Contract requirements. The plan shall meet the requirements of 106.03.1 and these
special provisions.

3.17.1.2 The Plan shall address all elements which affect the quality of the Plant Mix Pavement including, but not limited
to, the following:

(a) Job mix formula(s).

(b) Hot asphalt mix plant details.

(c) Stockpile Management.

(d) Make & type of paver(s).

(ce) Make & type of rollers inciuding weight, weight per inch (centimeter) of steel wheels, and average ground contact
pressure for pneumatic tired rollers.

(f) Name of Plan Administrator.

(g) Name of Process Control Technician(s).

(h) Name of Quality Control Technician(s).

(i) Mixing & Transportation.

Gj) Process Control Testing.

(k) Placing sequence and placing procedure for ride quality.

(1) Paving and Weather Limitations.

(m) Sequence for paving around catch basins, under guard rail, around curb, at bridges, and intersections, drives and
minor approaches, to ensure a proper finish and drainage.

2016 NHDOT
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Division 500 = Division 600 Division 700 Specifications

SECTION 401

(n) Procedure for fine grading the top of the surface to be paved.

3.17.1.3 The Plan shall include the following personnel performing the described functions and meeting the following
minimum requirements and qualifications:

A. Plan Administrator shail hold certification as NETTCP OA Technologist and meet one of the following qualifications:

(a) Professional Engineer with one year of highway experience acceptable to the Department.

(b) Engineer-In-Training with two years of highway experience acceptable to the Department.

(c) An individual with three years highway experience acceptable to the Department and with a Bachelor of Science
Degree in Civil Engineering Technology or Construction.

(d) An individual with five years of paving experience acceptable to the Department.

B. Process Control Technician(s) (PCT) shail utilize test results and other quality control practices to assure the quality
of aggregates and other mix components and control proportioning to meet the job mix formula(s). The PCT shall
periodically inspect all equipment used in mixing to assure it is operating properly and that mixing conforms to the mix
design(s) and other Contract requirements. The Plan shall detail how these duties and responsibilities are to be
accomplished and documented and whether more than one PCT is required. The Plan shall include the criteria utilized
by the PCT to correct or reject unsatisfactory materials. The PCT shall be certified as a Plant Technician by the New
England States Technician Certification Program or be a Materials Testing Technician in Training, working under the
direct observation of a NETTCP certified Plant Technician.

C. Quality Control Technician(s) (QCT) shall perform and utilize quality control tests at the job site to assure that
delivered materials meet the requirements of the job mix formula(s). The QCT shall inspect all equipment utilized in
transporting, laydown, and compacting to assure it is operating properly and that all laydown and compaction conform
to the Contract requirements. The plan shall detail how these duties and responsibilities are to be accomplished and
documented, and whether more than one QCT is required. The Plan shall include the criteria utilized by the QCT to
correct or reject unsatisfactory materials. The QCT shall be certified as a HMA Paving Technician as certified by the
North East Transportation Training and Certification Program or be a Materials Testing Technician in Training, working
under the direct observation of a NETTCP certified HMA Paving Technician.

3.17.1.4 The Plan shall detail the coordination of the activities of the Plan Administrator, the PCT and the QCT. The Plan
shail also detail who has the responsibility to reject material, halt production or stop placement.

3.17.1.4.1 All issues agreed to at the Pre-Paving meeting shall be considered to be part of the Plan.

3.17.1.5 Asphalt pavement shall be sampled, tested, evaluated and recorded by the Contractor in accordance with the
minimum process control guidelines in Table 401-3.

3.17.1.5.1 Cross slope shall be measured on every pavement lift using the method described in 3.17.3.5.1 prior to
placement of subsequent lifts. Particular emphasis on the first pavement lift shall be required when correcting existing
substandard cross slopes. Cross slope measurements exceeding 0.5% from the specified cross slope for that location shall require
an adjustment in ongoing or subsequent paving operations to correct the deficiency. Iftwo or more consecutive measured sublots
are greater than 0.5% from the specified cross slope, paving operations shall cease until the Contractor submits a corrective action
satisfactory to the Engineer.

Table 401-3 - Minimum Process Control Guidelines
Properties Test Frequency Test Method
Temperature of Mix
_____ Surface Temperature

__Temperature of Mat _

_.© per day at paver hopper and plant
Asn

Density L per 500 tons (500 metric tons) or minimum 2 “AASHTO T 343 or ASTM D 2950
a perday a
~ Maximum Theoretical Specific —~—~S*S«~S«— er day of operalion ~~ ~—~—S*S*CS*S:*SM ASF T=200
Gravity
‘Fractured Faces SSS per 2000 tons (1800 metric tons) for Gravel "AASHTO TIT &
So s only AASHTO T 27

Aggregate Gradation & Asphalt 1 per 750 tons (700 metric tons) recommended SS AASHTO T 130 @ 164

Binder content

_ Asphalt Binder we ASneeded AASHTO M396 M 330
Thickness Contractor Defined Contractor Defined
2016 NHDOT
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Division 5300 Division 600 Division 700 Specifications