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Special Revenue Funds

Capital Project Funds

$

$

Community
and
Public Economic Property School
Other Fire Works Development Revaluation Department
Trust Funds Subtotal Projects Projects Projects Projects Projects
4,477,319 4,477,319 - $ - $ - $ . $ :
3,230,483 3,230.483 - - - - -

- 101,060 - - - - .

: 7,356,590 - 93.028 - - -

- 1,003,995 - - - - -

. 20,574,995 - - 397,926 - -
7,707,802 36,744,442 - £ 93.028 $ 397.926 $ - $ :

- 431,936 . g - $ - $ - $ -

- 6,876,529 - - - - -
1,428,883 6.064.203 1,293,023 856,383 - 621,844 8,195.489
1,428,883 13,372,668 1,293,023 856,383 - 621,844 8.195.489

- 2,845,597 - 4,085,181 10,569 - 380,000
6,278,919 20,526,177 - . 387,357 - -

: - (1,293,023) (4,848,536) : (621,844) (8,575,489)
6,278,919 23,371,774 (1,293,023) (763,355) 397,926 (621,844) (8,195,489)
7,707,802 36,744,442 - $ 93,028 $ 397,926 $ - $ S

(continued)

168

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
GoTo=) TOC Division 100 Division 200 Division 300 Division 400 Standard
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
Go To=) TOC Division 100 Division 200 Division 300 Division 400 Standard

Division 5300 Division 600 Division 700 Specifications

SECTION 401

Cross Slope Lper5 fullstations "Per 3.17.3.5.1

3.17.1.6 Rejection by Contractor. The Contractor may, prior to sampling, elect to remove any defective material and
replace it with new material at no expense to the Department.

3.17.1.6.1 No wearing course pavement shall be removed or repaired without prior approval of the Engineer.

3.17.1.7 The Contractor may utilize innovative equipment or techniques not addressed by the specifications or these
provisions to produce or monitor the production of the mix, subject to approval by the Engineer.

3.17.2 Quality Assurance.

3.17.2.1 Asphalt pavement designated for acceptance under Quality Assurance (QA) provisions will be sampled once per
sublot on a statistically random basis, tested, and evaluated by the Department in accordance with 106.03.2 and the acceptance
testing schedule in Table 401-4. Testing shall not take place until the material has been placed and deemed acceptable by the
Contractor.

Table 401-4 - Acceptance Testing Schedule

POINT OF . SUBLOT
PROPERTIES SAMPLING LOT SIZE SIZE TEST METHOD
. Behind paver & | i AASHTO T 30
. | | 3 ‘
__SIERNON | __ before rolling’ | 403.722, 8 NDOT BA
Asphalt Binder Behind paver & j meet HO'T 8 4
content ' before rolling 401.3.17.2.2 | pious ; NHDOTB-2
re a NHDOT B-6
Moxiznare | Compacted NHDOT B-8
retical . j ’ ' j 50 5 .
mee’ vain : Roadway Core | Pt tons AASHTO T 209
“In Place Air Voids)” Compacted Po a 756 ons NHDOT B-8
_ Hn total mix®® | foadway' core 4013.17.22 AASHTO T 269
Ride Smoothness ; Completion {Total project 0.1 lane mile 401.3.17.3.4
Cross Slope™ Complenon of | Total project / per 5 full stations 401.3.17.3.5
. + Compacted . i NHDOT B-8
agel25) (7) : i “4
Thickness | roadway" core | Total project 750 tons ASTM D 3549

’ Exctuding bridge pavements.

’ Measurements taken from full depth cores obtained for in place air voids determination.

' For leveling course, samples to be taken at the plant.

Sampling and testing will not be done for leveling course.

‘ Not Including leveling course.

* When the Contractor is supplying mix to more than one paver simultaneously, Contractor’s personnel shall keep a
running total of tonnage supplied to each paver on each paver.

” Tier 1 Ttem only.

Dow ow oN

3.17.2.2 Lot Size. For purposes of evaluating al! acceptance test properties a lot shall consist of the total quantity represented |
by each item listed under the lot size heading in the table above, up to 15,000 tons. For Items with quantities in excess of 15,000
tons, lot sizes will be determined at the pre-placement meeting. Each lot will be broken down into at least 3 sublots.

The Contractor may request a change in the job mix formula. If the request is approved, all of the material produced prior
to the change will be evaluated on the basis of available tests and a new lot will begin. Three sublots must be sampled and tested
before a new lot may begin.

3.17.2.2.1 A lot for Gradation, Asphalt Content and In Place Air Voids shall be the total quantity represented by the job
mix formula with the following exception; the shoulders will be evaluated as a separate lot for in place air voids.

2016 NHDOT
Go To=) TOC Division 100 Division 200 Division 300 Division 406 Standard
Division 500 Division 600 Division 700 Specifications

SECTION 401

3.17.2.3 Sublot Size. The quantity represented by each sample will constitute a sublot. The size of each sublot shall be as
listed under the sublot size heading in Table 401-4. If there is insufficient quantity in a lot to make up at least three sublots of
the designated size in Table 401-4, then the lot quantity will be divided into three equal sublots.

If there is less than one half of a sublot remaining at the end, then it shall be combined with the previous sublot. If there is
more than one half sublot remaining at the end, then it shall constitute the last sublot and shall be represented by test results.

3.17.2.4 Test Results. The Engineer may calculate pay factors and pay adjustments at any time while a lot is being
produced. This may be necessary for a partial estimate or to see if quality is falling to a point where immediate attention is
required. Pay factors will be determined from all available acceptance tests for the lot being evaluated.

3.17.3 Acceptance Testing
3.17.3.1 Gradation and Asphalt Binder Content. Samples for gradation and asphalt binder content shall be obtained from
behind the paver in conformance with NHDOT procedure B-7 (sce appendix A) and taken from each pavement layer by the
Contractor in the presence of the Engineer. The sample locations will be established by selecting a random location within each
sublot in accordance with Section 106. Sample locations (center of sample) will not be within 1 foot from an edge of pavement
or within 4 feet from any structure. Sample locations falling within 4 feet from any structure will be relocated 4 feet from the
structure along station at the same offset.

Where samples have been taken, new material shall be placed and compacted to conform to the surrounding area immediately
afier the samples are taken. Samples shall be accompanied by a sample tag containing the following information:

a) Project name and number.

b) Lot and sublot number.

c) Material type.

d) Date placed.

e) Location in station and offset, tonnage
f) Contract Administrator

g) Sampler

h) Item number

When the project exceeds 30 minutes travel time from the testing laboratory location, material samples will be taken and
identified by NHDOT project personnel and shall be transported before cooling by the Contractor and delivered to NHDOT
testing technicians at the testing laboratory location. Samples lost in transit will incur a penalty of 5% of the bid price for the
entire sublot represented by that sample. Sublots with no test results due to a lost sample will not be evaluated and the total
quantity represented by that sublot shall not be included in any positive pay factor.

3.17.3.1.1 Testing. Target values shall be as specified in the job mix formula. All sieve sizes specified in the job mix
formula will be evaluated for gradation. The specification limits in Table 401-5 will be used for calculating pay factors for
gradation and asphalt binder content.

Table 401-5 - Gradation and Asphalt Binder Specification Limits

Property Maximum Aggregate Size
USL and LSL (Target +/- %)
eran i mace tie fe een pasate snare oT neem ite ee areemnrreni TT — enon . T “ msec
a af oes
eels as
an
40 4 40
20 2.0
2.0 20
20
2.0, 20
2016 NHDOT
GoTo=) TOC Division 100 Division200 Division 300 Division 400 Standard

Division 500 = Division 600 Division 700 Specifications

Asphalt Binder _

08

04 0.4

04

0.4

SECTION 401

Any sublot with a gradation or asphalt binder content falling outside the ranges of the reject limits in Table 401-6 will be
cither removed and replaced at the expense of the Contractor or require corrective action to the satisfaction of the Engineer. After
replacement or correction, new samples will be taken and the old test results from that sublot will be discarded.

Table 401-6 - Gradation and Asphalt Binder Content Reject Limits (Deviation from Target)

SIEVE SIZE ee ee ee
_ nt Passing By Weight - Combined Aggregate

a ff

mens =
Rg ee [3 a

No. 50 , () (1)
To cerns noef con igen bo i
Sag ofeach as

___ Asphalt Binder: % of Mix. —
(1) Reject limits will be waived for these sieves.

The Contractor shall have the option of requesting a change in job mix formula (aim change) values used for calculating
quality level to reflect actual production values after the placement of two sublots as long as no change in plant production values
are made. A new lot is not needed for this change.

3.17.3.2 In Place Air Voids, In place air voids shall be determined in accordance with AASHTO T 269 using 6” diameter
cores taken from each pavement layer by the Contractor in the presence of the Engineer. Core sampling shall be in conformance
with ASTM D 5361 and NHDOT B-8 (see Appendix A). Full depth cores containing all new pavement layers shail be required.
Core locations (center of core) will be established by selecting a random location within each sublot in accordance with Section
106. When shoulders are overlayed, cores shall be collected solely for density information at a frequency of one core for every

750 tons of mix.

(a)
(b)

(c)
(d)

Cores will not be located in the following areas:

Within 1 foot from an edge of pavement.

Within 4 feet from any structure. Core locations falling within this area will be relocated 4 feet from the
structure along station at the same offset.

Within shoulders 4 feet or less in width.

Within 1 foot from any break in slope across the mat surface.

Cores shall be taken before opening pavement to traffic, except when location of core is within the last hour of that day’s

placement. Cores shall be taken within 24 hours after placement. Where cores have been taken, new material shall be placed
and compacted to conform to the surrounding area the same day the samples are taken. Core samples shall be accompanied by
a sample tag containing the following information:

(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)

(i)

Go To=} TOC Division 100

Project name & number.

Lot and sublot number.

Material Type.

Date placed.

Date sampled.

Location in station and offset, and/or tonnage.
Plan thickness.

Contract Administrator

Sampler

[tem number

2016 NHDOT
Standard
Specifications

Division 300 Division 400

Division 700

Division 200

Division 500 Division 600

SECTION 401

The complete sampie(s) (unseparated) shall be protected against damage, transported and delivered by the Contractor within
one working day to NHDOT testing technicians at the testing lab location. Sublots where the core becomes lost or damaged will
be resampled at the direction of the Engineer at the Contractor’s expense.

The specification limits in Table 401-7 will be used for calculating pay factors for in place air voids for each lot:
Table 401-7 - In Place Air Voids Acceptance Limits
TARGET (%) LSL USL

~~ AverageofSamples 2.0%) —s—~=CS~S HE

' But not less than 2.5%

? But not more than 9%

When a core is less than 80% of the nominal thickness, a new core will be taken in the same sublot at a random location for
the determination of in place air voids.

A sublot with a test result less than 2.0% for in place air voids will be rejected and subject to removal and replacement.

3.17.3.2.1 Maximum Theoretical Density (MTD). MTD shall be determined in conformance with AASHTO T 209
once per sublot from the core obtained for determining in place air voids.

3.17.3.2.2 Disputed Cores. If a Contractor believes that a core result is invalid for whatever reason, the Contractor shall
notify the Engineer of this in writing within 24 hrs. of being informed of the test result. After being informed of the disputed core
result, the Engineer will select three random core locations, one in each three sections of the disputed sublot at the same offset
as the disputed core. The Contractor shall cut the cores at the selected locations in the presence of the Engineer who shall place
them in secured containers for delivery and testing at the Bureau of Materials and Research laboratory in Concord, NH. If there
are 10 or more cores already tested to date, the pay factor for voids in the lot will be calculated (without using the result of the
disputed core). If less than ten cores have been tested in the disputed lot, the three cores shall be held until ten cores have been
tested or the lot is complete, whichever comes first, at which time the pay factor will be calculated.

If the pay factor for the lot that contains the disputed result is 0.95 or greater, and the disputed test result is outside three
standard deviations from the mean value of the lot (calculated without using the result of the disputed core), the three cores shall
be tested and the average value of the three will be calculated.

If any of these three cores falls outside three standard deviations from the mean value for the lot (calculated without using
the result of the disputed core), the original core test value will stand. If the three cores fall within three standard deviations of
the mean value the average of the three cores will be used as the core result for the disputed sublot.

If the three cores are not used, the Contractor shall pay for the cost of testing.

3.17.3.3 Pavement Thickness. The thickness requirements contained herein shall apply only when each pavement layer
is specified to be a uniform thickness greater than 3/4” The thickness of each layer of hot asphalt mix will be measured in
conformance to ASTM D 3549 to determine compliance with the acceptance tolerance. Measurements shall be obtained from
cores taken for determining in place air voids of each pavement layer. A leveling course, or the first layer over a gravel or stone
base, a milled surface or an existing surface, shall be excluded from thickness measurement.

3.17.3.3.1 Once each thickness measurement has been taken, a thickness index will be calculated. The thickness index is
the actual deviation from target divided by the allowable tolerance. This will allow statistical comparisons to be made among
measurements based on varying specified thickness. Thickness indexes will be established for the sole purpose of calculating
pay factors. Thickness index shal! be calculated under the following equation using the specification limits in Table 401-8.

TI =(M -ST)VT
where: TI = Thickness Index
ST = Specified Thickness

M = Measured Layer Thickness From Core
T=15% x ST, but no less than 1/4”

Table 401-8 -Thickness Index Acceptance Limits

_. ___-TARGET ESE USL
Thickness Index 0.00 -1.00 +1.00
2016 NHDOT
GoTo = TOC Division 100 Division 200 Division 300 Division 400 Standard

Division 500 Division 600 Division 700 Specifications

SECTION 401

3.17.3.3.2 Disputed Thickness If a Contractor believes that a thickness result is invalid for whatever reason, the
Contractor shall notify the Engineer of this in writing within 24 hrs of being informed of the test result. After being informed
of the disputed result, the Engineer will select three random core locations in the disputed sublot and the Contractor shall cut the
cores at the selected locations in the presence of the Engineer who shall place them in secured containers for delivery and testing
at the Bureau of Materials and Research laboratory in Concord, NH and deliver them to the testing technician. If there are 10 or
more cores already tested to date, the pay factor for thickness in the lot will be calculated (without using the result of the disputed
core). If less than ten cores have been tested in the disputed fot, the three cores shall be held until ten cores have been tested or
the lot is complete, whichever comes first, at which time the pay factor will be calculated.

If the pay factor for the lot that contains the disputed result is 0.95 or greater, and the disputed test result is outside three
standard deviations from the mean value of the lot (calculated without using the result of the disputed thickness), the three cores
shall be measured and the average value of the three will be calculated.

If any of these three cores falls outside three standard deviations from the mean value for the lot (calculated without using
the result of the disputed core), the original thickness test value will stand. If the three cores fall within three standard deviations
of the mean value the average of the three measurements will be used as the thickness for the disputed sublot.

If the three cores are not used, the Contractor shall pay for the cost of testing.

3.17.3.4 Ride Smoothness.

3. 17.3.4.1 The Contractor shall furnish and have available a 10 ft., light weight metal straightedge with a rectangular
cross section of 2” x 4” at the paver at all times during paving operations. All courses shall be tested with the straightedge laid
parallel or perpendicular to the centerline and any variations from a true profile or cross slope exceeding 3/16” shall be
satisfactorily eliminated. The finished surface of the pavement shall be uniform in appearance, free from irregularities in contour
and shall present a smooth-riding surface.

3. 17.3.4.2 A GM type profilometer will be furnished by the Department for determination of pavement smoothness. This
device provides a Ride Number in both wheel paths that are averaged to produce a ride number for the surface tested. In the
event the Engineer feels that there is a significant difference in the wheel path profiles, a Ride Number evaluation of the individual
wheel paths will be made. The surface will be tested within 30 days after the wearing surface and pavement markings for each
discrete section of the project are complete. Immediately before testing, the Contractor will ensure the surface is entirely free
from any foreign matter that may affect the test results. No special considerations will be given to criteria such as degree of
curve and vertical geometry. Ride Number will be calculated to the nearest one hundredth for each 0.1 mile segment.

3. 17.3.4.3 Profilometer testing will include all mainline paving including bridges with lanes at least 11 feet wide. Testing
will begin 20 feet after the approach joint and end 20 feet before the departure joint. The pavement will not be evaluated over
bridge expansion joints, tapers, raised pavement markings, and sections less than 0.1 mile in lane length.

3. 17.3.4.4 All areas with bumps or high points exceeding 0.3” in 25 feet shall be corrected by removal of a minimum of
1” of the full lane width by the length required (a minimum of 100 feet) and replaced at the Contractor's expense.

3. 17.3.4.5 The Ride Number average of all sublots will be used to determine the final pay factor. The final pay factor
shall not exceed 1.05 and will be computed as follows:

For Level 1 Projects: | (Ride Number 4.20)
Pay Factor = RN (0.5)-1.1

For Level 2 Projects: (Ride Number 4.14)
Pay Factor = RN (0.5682) — 1.3523

3. 17.3.4.6 A final Ride Number shall be established after the wearing surface is completed and striped. Separate
completed sections of a project will be evaluated before the entire wearing surface is completed. Any sublot with a ride number
less than 3.7 shall be repaired or replaced.

3.17.3.4.6.1 Any sublot that has an individual wheel path ride number less than 3.7 shall be repaired or replaced. The
repair treatment shall be for the full width of the lane. Sublots that have been repaired or replaced shall be reevaluated for ride
smoothness and then averaged with all other sublots to determine the final project pay factor. Construction joints resulting from
repairs or replacement will be included.

3. 17.3.4.6.2 Level 1 will generally be all interstate and limited access highways with the following exception:

(a) A single course overlay that has a before ride number average of less than 4.00.
3. 17.3.4.6.3 Level 2 will generally be all other highways with the following exceptions:

2016 NHDOT
Go To=9> TOC Division 100 Division 200 Division 300 Division 400 Standard
Division 500 = Division 600 Division 700 Specifications

SECTION 401

(a) Where the wearing course must be constructed in short sections (<3 sublots).
(b) Projects shorter than one half mile in length.
{c) Projects with a posted speed of 35 MPH or less.

(d) Projects with many driveways and/or cross roads with constant traffic.
(e) District resurfacing projects.

3. 17.3.5 Cross Slope.

3.17.3.5.1 Cross slope will be measured once per sublot (see Table 401-4) behind the paver after final rolling of the
wearing surface has taken place. Cross slope will only be evaluated when specific slopes and superelevations are shown on the
plans for the entire project. Only travel lanes will be evaluated for cross slope. Measurements will be taken only in areas of
normal tangent or full bank curves on even stations. Measurement shall take place utilizing one of the following methods, and
shall be agreed upon by both parties: “digital read” level and 10 to 12 foot straightedge: “bubble” level, ruler, and 10 to 12 foot
straightedge; transit; or electronic positioning equipment as approved by both Contractor and Department. If a straightedge is
employed, perpendicularity shall be assured with the use of a right angle prism or other method acceptable to both parties. Ifa
“bubble” or “digital read” level is employed, a second reading 180 degrees to the first shall be made and recorded, and the two
shall be averaged for the test result. Measurement data shall be shared between parties within 24 hours of measurement.

3.17.3.5.2 Once a cross slope percentage has been measured, a cross slope index (CSI) will be calculated. The target
cross slope shall be defined as the cross slope shown on the plans or as ordered to the nearest tenth of a percent. The CSI is the
actual deviation from the target divided by 0.40 percent, which is the tolerance used for pay factor calculation only. This will
allow statistical comparisons to be made among measurements based on varying specified cross slopes. The CSI will be
established for the sole purpose of calculating pay factors. The CSI shall be calculated under the following equation using the
specification limits in Table 401-10.

(M -SCS)
CSI = _
T
where: CSI = Cross Slope Index
SCS = Specified Cross Slope in percent
Me= Measured Cross Slope in percent

T= 0.40
Table 401-10 - Acceptable Quality Level Limits

TARGET LSL USL
Cross Slope Index 0.00 “1.00 11.00
3.17.3.5.3 If three or more consecutive cross slope sublot measurements on the pavement lift used to calculate the pay
factor deviate more than 0.5 (in percent) from the specified cross slope value at those locations, those sublots will be considered
to exceed the engineering limit of 0.5%, The Contractor shall submit a corrective action plan for approval by the Engineer for
cross slope sublots that exceed this limit.

3.17.3.5.4 After the approved corrective action plan is implemented, the sublots will be measured to ensure compliance,
but will not be re-measured for the purpose of re-calculating pay factor. Alternatively, the Contractor may submit a written
request for acceptance of the material at a negotiated price. The Engineer will determine whether the material may remain in
place at the negotiated price.

3.17.3.6 Rejection of Material.

3.17.3.6.1 An individual sublot. For any sublots with any test results exceeding the specified reject limits, the Engineer
will:

(a) Require complete removal and replacement with hot asphalt mix meeting the Contract requirements at no
additional expense to the department, or
(b) Require corrective action to the satisfaction of the Engineer at no additional expense to the Department.
3.17.3.6.2 A lot in progress. The Engineer will shut down paving operations whenever:

(a) The pay factor for any property drops below .90 and the Contractor is taking no corrective action, or
(b) Three consecutive tests show that less than 50 percent by weight of the particles retained on the No. 4
sieve have at least one fractured face.

2016 NHDOCT
Go To=% TOC Division 100 Division 200 Division 300 Division 400 Standard
Division 500 Division 600 Division 700 Specifications