COMPLETE REVISION

January 2017

Civil

PIP CVS02350
Roadway and Area Paving
Construction Specification
 PURPOSE AND USE OF PROCESS INDUSTRY PRACTICES

In an effort to minimize the cost of process industry facilities, this Practice has been
prepared from the technical requirements in the existing standards of major industrial users,
contractors, or standards organizations. By harmonizing these technical requirements into a
single set of Practices, administrative, application, and engineering costs to both the
purchaser and the manufacturer should be reduced. While this Practice is expected to
incorporate the majority of requirements of most users, individual applications may involve
requirements that will be appended to and take precedence over this Practice. Determinations
concerning fitness for purpose and particular matters or application of the Practice to
particular project or engineering situations should not be made solely on information
contained in these materials. The use of trade names from time to time should not be viewed
as an expression of preference but rather recognized as normal usage in the trade. Other
brands having the same specifications are equally correct and may be substituted for those
named. All Practices or guidelines are intended to be consistent with applicable laws and
regulations including OSHA requirements. To the extent these Practices or guidelines should
conflict with OSHA or other applicable laws or regulations, such laws or regulations must be
followed. Consult an appropriate professional before applying or acting on any material
contained in or suggested by the Practice.

This Practice is subject to revision at any time.

© Process Industry Practices (PIP), Construction Industry Institute, The University of Texas at
Austin, 3925 West Braker Lane (R4500), Austin, Texas 78759. PIP Member Companies and
Subscribers may copy this Practice for their internal use. Changes or modifications of any kind
are not permitted within any PIP Practice without the express written authorization of PIP.
Authorized Users may attach addenda or overlays to clearly indicate modifications or
exceptions to specific sections of PIP Practices. Authorized Users may provide their clients,
suppliers and contractors with copies of the Practice solely for Authorized Users’ purposes.
These purposes include but are not limited to the procurement process (e.g., as attachments to
requests for quotation/ purchase orders or requests for proposals/contracts) and preparation and
issue of design engineering deliverables for use on a specific project by Authorized User’s
client. PIP’s copyright notices must be clearly indicated and unequivocally incorporated in
documents where an Authorized User desires to provide any third party with copies of the
Practice.

PUBLISHING HISTORY
April 2002 Issued
July 2012 Complete Revision
January 2017 Complete Revision

Not printed with State funds

 COMPLETE REVISION
January 2017

Civil

PIP CVS02350
Roadway and Area Paving
Construction Specification
Table of Contents
1. Scope ........................................... 2 4. Requirements ............................. 4
4.1 Quality Control/Assurance ............... 4
2. References .................................. 2 4.2 Materials .......................................... 4
2.1 Process Industry Practices .............. 2 4.3 Subgrade Preparation, Subbase,
2.2 Industry Codes and Standards ........ 2 and Base Course ............................. 6
4.4 Surfacing .......................................... 7
3. Definitions ................................... 3

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1. Scope
This Practice provides requirements for construction of roadways and area paving within plant
boundaries.

2. References
Applicable parts of the following Practices and industry codes and standards shall be considered
an integral part of this Practice. The edition in effect on the date of contract award shall be used,
except as otherwise noted. Short titles will be used herein where appropriate.

2.1 Process Industry Practices (PIP)

– PIP CVI02350 - Roadway and Area Paving General Notes and Typical Details
– PIP CVS02100 - Site Preparation, Excavation, and Backfill Specification
– PIP STS03001 - Plain and Reinforced Concrete Specification
2.2 Industry Codes and Standards

 ASTM International (ASTM)

– ASTM C131/C131M - Standard Test Method for Resistance to Degradation of
Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles
Machine
– ASTM D977 - Standard Specification for Emulsified Asphalt
– ASTM D1557 - Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-
m/m3))
– ASTM D1883 - Standard Test Method for California Bearing Ratio (CBR) of
Laboratory-Compacted Soils
– ASTM D2026/D2026M - Standard Specification for Cutback Asphalt (Slow-
Curing Type)
– ASTM D2027/D2027M - Standard Specification for Cutback Asphalt (Medium-
Curing Type)
– ASTM D2028/D2028M - Standard Specification for Cutback Asphalt (Rapid-
Curing Type)
– ASTM D2041/D2041M - Standard Test Method for Theoretical Maximum
Specific Gravity and Density of Bituminous Paving Mixtures
– ASTM D2487 - Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System)
– ASTM D2726/D2726M - Standard Test Method for Bulk Specific Gravity and
Density of Non-Absorptive Compacted Bituminous Mixtures
– ASTM D2940/D2940M - Standard Specification for Graded Aggregate Material
for Bases or Subbases for Highways or Airports
– ASTM D2950/D2950M - Standard Test Method for Density of Bituminous
Concrete in Place by Nuclear Methods

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– ASTM D3282 - Standard Practice for Classification of Soils and Soil-Aggregate

Mixtures for Highway Construction Purposes
– ASTM D3381/D3381M - Standard Specification for Viscosity-Graded Asphalt
Cement for Use in Pavement Construction
– ASTM D3628 - Standard Practice for Selection and Use of Emulsified Asphalts
– ASTM D6084/D6084M - Standard Test Method for Elastic Recovery of Asphalt
Materials by Ductilometer
– ASTM D6373 - Standard Specification for Performance Graded Asphalt Binder
– ASTM D6938 - Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
– ASTM D7113/D7113M - Standard Test Method for Density of Bituminous
Paving Mixtures in Place by the Electromagnetic Surface Contact Methods

3. Definitions
constructor: Party responsible for supplying materials, equipment, tools, supervision, and labor for
installation of roadway and area paving work in accordance with contract documents. The term
constructor shall apply also to constructor’s subcontractor(s) and vendor(s).

contract documents: Any and all documents including codes, studies, design drawings,
specifications, sketches, practices, and data sheets that purchaser has transmitted or otherwise
communicated, either by incorporation or reference, and made part of the legal contract
agreement or purchase order between purchaser and constructor

engineer of record: Purchaser’s authorized representative with overall authority and

responsibility for engineering design, quality, and performance of civil works, structures,
foundations, materials, and appurtenances described in contract documents. Engineer of record
shall be licensed as defined by laws of the locality in which the work is to be constructed, and be
qualified to practice in the specialty discipline required for the work described in contract
documents.

inspector: Party responsible for verifying quality of all materials, installations, and workmanship
furnished by constructor. Inspector shall be qualified by training and experience and hold
certifications or documentation of their qualifications. Unless otherwise specified in contract
documents, inspector shall be an independent party retained by purchaser.

owner: Party who has authority through ownership, lease, or other legal agreement over site
wherein roadway and area paving will be used.

purchaser: Party who awards contract to constructor. Purchaser may be owner or owner’s
authorized agent.

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4. Requirements

4.1 Quality Control/Assurance

4.1.1 Quality Control and Submittals
4.1.1.1 A written Quality Control Program document that provides details of
how compliance with requirements of this specification and contract
documents will be achieved shall be submitted to purchaser for approval
at least 15 days before start of construction.
4.1.1.2 Certified laboratory test data for materials and products to be used in the
work shall be submitted to purchaser for approval at least 15 days prior
to shipping of materials and products.
4.1.1.3 Results of quality control tests required during the performance of work
shall be submitted to purchaser within 48 hours of completion.
4.1.2 Quality Assurance
4.1.2.1 Unless otherwise specified in the contract documents, an inspection and
testing agency will be retained by purchaser to perform field and
laboratory testing and/or evaluations to verify compliance of the work
with requirements of this Practice and to ensure the achievement of the
intents and purposes of the work.
4.1.2.2 Each portion of work (i.e., subbase, base, etc.) shall be approved by
Purchaser prior to continuing to the next phase of work.
4.1.2.3 Performance or lack of performance of tests and inspections by
purchaser’s inspector shall not be construed as granting relief from
requirements of this Practice or other contract documents.

4.2 Materials
4.2.1 General
General requirements for soil and aggregate classification shall be in accordance
with ASTM D2487, ASTM D2940/D2940M, and ASTM D3282.
4.2.2 Water
4.2.2.1 Unless approved by the engineer of record, water used in construction
shall be free of salts, oils, acids, alkalis, organic matter, or other deleterious
substances. Water shall be fresh and not brackish or from the ocean. Water
used for concrete shall be in accordance with PIP STS03001.
4.2.2.2 Source for locally available water suitable for construction shall be
obtained from owner.
4.2.3 Asphalt
4.2.3.1 Performance graded (PG) binder shall meet requirements of
ASTM D6373. Performance grade provided shall be as specified in
contract documents. If no performance grade is specified, Performance
Grade provided shall be PG 64-22.

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4.2.3.2 If temperature range for the performance grade specified is 92°C or

greater, an elastic recovery test in accordance with ASTM
D6084/D6084M shall be provided and binder shall be polymer modified.
If temperature range for the performance grade specified is less than
92°C, asphalt binder shall not be polymer modified unless otherwise
specified in contract documents.
4.2.3.3 A dense-graded mix-type shall be provided unless otherwise specified in
contract documents.
4.2.3.4 Cutback asphalt shall be in accordance with ASTM D2026/D2026M,
ASTM D2027/D2027M, or ASTM D2028/D2028M.
4.2.3.5 Emulsified asphalt shall be in accordance with ASTM D977 and
ASTM D3628.
4.2.3.6 Liquid asphalt for prime coat shall be grade MC-70 or grade MC-250 in
accordance with ASTM D2027/D2027M; or grade RC-70 or grade
RC-250 in accordance with ASTM D2028/D2028M.
4.2.3.7 Asphalt cement for tack coat shall be viscosity grade AC-20 in
accordance with ASTM D3381/D3381M.
4.2.4 Aggregate for Subbase, Base and Untreated Gravel Surfaces
4.2.4.1 Materials for aggregate pavement base and subbase (if required) shall
consist of durable and sound crushed gravel, crushed stone.
4.2.4.2 Aggregate materials shall be free from organic matter, lumps of clay,
clay coatings, or other objectionable matter; and shall be in accordance
with ASTM D2940/D2940M.
4.2.4.3 Aggregate shall have a soaked California Bearing Ratio (CBR) of 80%
minimum when tested in accordance with ASTM D1883, and a
percentage of wear not greater than 45% when tested in accordance with
ASTM C131/C131M.
4.2.4.4 Aggregate gradation for untreated gravel surfaces shall conform to base
requirements of ASTM D2940/D2940M except that a minimum of 8%
shall pass 75 µm (No. 200) sieve.
4.2.5 Aggregate for Asphaltic Concrete Paving
4.2.5.1 A dense graded aggregate mix-type shall be provided.
4.2.5.2 The nominal maximum aggregate size shall be 1/2 in (12.5 mm) for
surface layer and 1 in (25 mm) for intermediate/binder and base courses
unless otherwise specified in contract documents.
4.2.6 Concrete
4.2.6.1 Materials for concrete construction shall be in accordance with
PIP STS03001.
4.2.6.2 Concrete mix design in accordance with PIP STS03001 and meeting the
requirements for the specified exposure category shall be used for
concrete pavement.

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4.2.6.3 Unless otherwise specified in contract documents, the mixture shall

attain a minimum 28-day compressive strength of 4,000 psi (28 MPa).
4.2.6.4 Hot applied joint sealant shall be in accordance with design drawings.
4.2.6.5 Cold applied joint sealant shall be in accordance with design drawings.
4.2.6.6 For slip-formed concrete, slump shall be 2.5 inches (65 mm) or less.

4.3 Subgrade Preparation, Subbase, and Base Course

4.3.1 Subgrade Preparation and Subbase
4.3.1.1 Clearing, grubbing, stripping, removal of waste, source of borrow, and
construction drainage shall be in accordance with PIP CVS02100.
4.3.1.2 Fill material, compaction, and testing shall be in accordance with
PIP CVS02100.
4.3.1.3 Subgrade preparation for base and subbase course placement shall be in
accordance with PIP CVS02100.
4.3.1.4 Proof roll the compacted subgrade with a 25-T (222-kN) pneumatic tire
roller or a fully loaded dump truck. Moisture content of subgrade should
be near optimum. Proof roll at least two complete passes, each trip offset
by at most one tire width of the roller. Operate roller at a speed between
2 and 6 mph (3 and 10 kph). Observe for visible deformations such as
rutting, cracking, rolling or elastic rebound (springing).
4.3.1.5 Rutting or base springing movement greater than 1 in (25 mm) shall be
considered as unacceptable. Substantial cracking or lateral movement
shall also be considered unacceptable and shall be removed and replaced
in accordance with PIP CVS02100.
4.3.1.6 Upper surface of in situ subgrade soils shall be stabilized after stripping
is complete in accordance with requirements specified in contract
documents.
4.3.1.7 Where shown and specified in contract documents, geotextile and/or
geogrid shall be installed in accordance with manufacturer’s instructions.
4.3.1.8 Unless otherwise specified, thickness of the subbase (if required) shall be
4 in (100 mm) and carried 1 ft (300 mm) minimum beyond the width of
the base course.
4.3.2 Base Course
4.3.2.1 New Construction
1. Aggregate base course shall not be constructed when atmospheric
temperature is below 35ºF (2ºC), or if other weather conditions may
detrimentally affect quality of the base course.
2. Base course shall be placed in accordance with PIP CVS02100.
4.3.2.2 Thickness Requirements
1. Thickness of base course shall be measured at intervals of 500 yd2
(420 m2) maximum of completed base course.

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2. Thickness measurements shall be taken by making test holes, 3 in

(75 mm) in diameter minimum, through base course.
3. No single base course thickness measurement shall have a deficiency
greater than 1/2 in (13 mm).
4. The average thickness of base course, determined by computing
average of the depth measurements, shall not under run specified
thickness by greater than 1/4 in (6 mm).
5. If measured thickness is greater than 1/2 in (13 mm) thicker than
specified, measured thickness shall be considered to be equal to
specified thickness plus 1/2 in (13 mm) for determining the average.
6. Correct thickness deficiencies by scarifying, adding mixture of
proper gradation, reblading, and recompacting affected areas.
4.3.2.3 Density Test
Test base course to the density specified in PIP CVS02100 in accordance
with ASTM D6938. Test every 250 yd2 (210 m2) of each lift and a
minimum of one test each day base material is placed.
4.3.2.4 Maintenance
1. Debris, rubbish, and excess material shall be removed from jobsite
after completion of base course and disposed at location designated
by purchaser.
2. After construction has been completed, base course shall be
protected until final acceptance. Protection shall include drainage,
rolling, shaping, and watering as necessary to maintain base course
in proper condition.
3. Areas of base course damaged by freezing, rainfall, or other weather
conditions shall be restored in accordance with previous
requirements.

4.4 Surfacing
4.4.1 General
4.4.1.1 Paving surfaces shall be gravel, asphalt, or concrete as shown on the
design drawings.
4.4.1.2 The surface of the area to be paved shall be clean and kept from
accumulating materials that would contaminate the mixture, prevent
bonding, or interfere with placement operations.
4.4.2 Gravel
4.4.2.1 Compaction shall be continued until 95% of maximum dry density is
achieved in accordance with ASTM D1557 and verified in the field using
nuclear density testing in accordance with ASTM D6938, or other
appropriate density test method approved by engineer of record.
4.4.2.2 Sampling of compacted mixes from roadway shall be in accordance with
ASTM D3282.

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4.4.3 Asphaltic Concrete

4.4.3.1 General
1. Air temperature shall be above 40ºF (4ºC) for duration of the
application of prime coat, tack coat, and asphalt surface courses.
2. Air temperature readings shall be taken in shade and away from
artificial heat.
3. Prime coat, tack coat, and asphalt surface courses shall not be
applied in unsuitable weather conditions. Unsuitable weather shall
include the following conditions:
a. Dense fog
b. Rain
c. Wind that is blowing at such a rate that proper compaction
cannot be attained because of cooling of the mixture
d. Wind that is blowing at such a rate that proper bonding cannot be
achieved because sand, dust, or other debris is being deposited
on the underlying surface
4. Asphalt that is discolored, indicating bitumen has been overheated,
shall not be used.
5. Surfaces of curbs, gutters, manholes, and other structures where
asphaltic concrete paving is to be placed against shall be covered
with a thin, uniform coat of liquid asphalt.
6. Where asphaltic concrete paving is to be placed against the vertical
face of an existing pavement, vertical face shall be cleaned to
remove foreign substances and coated with liquid asphalt at a rate of
approximately 0.25 gal/yd2 (1.14 L/m2).
4.4.3.2 Prime Coat
1. Prime coat shall be applied to approved subgrade or base and cured
24 hours minimum before asphaltic concrete paving is placed.
2. Prime coat shall be of medium curing type cutback asphalt.
3. Apply prime coat at a rate not less than 0.15 gal and not more than
0.33 gal/yd2 (0.7 to 1.5 L/m2) of surface.
4. If asphalt is not entirely absorbed by base course within 24 hours,
excess asphalt shall be blotted with light, dry sand.
5. Damaged prime coat shall be repaired immediately.
4.4.3.3 Tack Coat
1. Tack coat shall be applied in advance of asphaltic concrete paving
operation under the following conditions:
a. Placing asphaltic concrete over existing pavements
b. Between asphaltic concrete courses if more than one asphaltic
concrete course is used

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2. Holes, ruts, and depressions in the existing asphaltic concrete course

shall be cleaned out down to the hard surface and dried, and asphaltic
concrete surface shall be thoroughly swept clean.
3. Broken surfaces in existing asphaltic concrete course shall be
repaired as follows:
a. Lightly coated with rapid curing type cutback asphalt
b. Filled with surface asphaltic concrete
c. Compacted to form an even surface
4. Tack coat shall be rapid curing cutback asphalt.
5. Apply tack coat at a rate not less than 0.04 gal/yd2 (0.18 L/m2) and
not more than 0.07 gal/yd2 (0.32 L/m2) of surface.
6. Tack coat shall be applied sufficiently in advance of placement
operation of asphalt mixture to permit volatiles to evaporate from
asphalt cement, but not so far in advance that tack coat becomes
covered with dust or other foreign substances.
4.4.3.4 Hot Mix Asphaltic Concrete (HMAC)
1. Debris shall be removed from tack coat before HMAC is applied.
2. In no case shall maximum production temperature be more than
350°F (177°C). The HMAC temperatures shall be within the
following requirements from production to finish rolling:
a. Production temperature: 350-300°F (177-149°C)
b. Breakdown rolling: 320-275°F (160-135°C)
c. Intermediate rolling: 275-200°F (135-93°C)
d. Finish rolling: 200-180°F (93-82°C)
3. Minimum roadway surface temperatures are shown in Table 1.

Table 1. Minimum Roadway Surface Temperatures

Minimum Roadway Surface Temperatures

High Temperature Subsurface Layers or Surface Layers Placed
Binder Grade Night Paving Operations in Daylight Operations
PG 64 45°F (7°C) 50°F (10°C)
PG 70 55°F (13°C) 60°F (16°C)
PG 76 60°F (16°C) 60°F (16°C)

4. HMAC shall be placed to required width and thickness; true to line,

grade, and cross section.
5. Paver shall also be capable of providing a smoothly struck finish
with uniform density and texture.

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6. If specified thickness of finished paving is greater than 3 in (75 mm),

equal lifts consisting of a leveling-up course and a surface course
shall be placed.
7. If specified thickness of paving is 3 in (75 mm) or less, finished
paving shall be placed in one layer.
8. A sufficient amount of material shall be placed to assure specified
pavement thickness after compaction. The average thickness of the
course or of combined courses shall be within 1/4 in (6 mm) of
specified thickness.
9. Compaction shall be continued until further compaction cannot be
obtained and all compactor marks are eliminated. Paving shall be
discontinued if unable to achieve specified density prior to the
mixture cooling to 175°F (79°C) and Purchaser shall be notified.
10. Actual bulk density for full depth of compacted HMAC in
accordance with ASTM D2726/D2726M shall range between 92%
and 97% of theoretical maximum density in accordance with
ASTM D2041/D2041M.
a. Surface density of pavement shall be tested using
electromagnetic surface contact methods in accordance with
ASTM D7113/D7113M or with nuclear density methods in
accordance with ASTM D2950/D2950M.
b. Compaction tests results shall average between 92% to 97% with
no test result below 91%. Each test shall consist of an average of
four readings at each test location.
c. Tests shall be performed on each placed width of paving at a
minimum of 250 ft (75 m) intervals.
4.4.3.5 Joint Construction
1. Each HMAC layer shall be placed as continuously as possible to
minimize joints.
2. Joints shall be made in such a manner as to create a continuous bond
between the old and new pavement construction courses.
3. If pavement construction involves two or more courses, longitudinal
joints in successive courses shall be offset by 6 in (150 mm)
minimum.
4. If placing of material is discontinued or if material in place cools to
less than 140F (60C), a joint running perpendicular to direction
traveled by paver shall be made. Before placement continues, edge of
previously placed pavement shall be trimmed to a straight line
perpendicular to paver and cut back to expose an even vertical surface
for full thickness of the course. When placement continues, paver shall
be positioned on transverse joint so that sufficient hot mixture can be
placed to create a smooth joint after compaction.

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5. Joints that are not completed before the previously laid mixture has
cooled to a temperature of 140F (60C) shall be coated with liquid
or emulsified asphalt just before paving is continued.
4.4.4 Concrete Pavement
4.4.4.1 Execution
1. Pavement placement shall use either slip-form paving or fixed-form
paving methods.
2. Pavement placement shall comply with provisions of PIP STS03001
where applicable.
3. In addition to provisions of PIP STS03001 for hot weather
placement, when the maximum daily air temperature is likely to
exceed 85°F (29°C), the following precaution shall be taken:
Concrete shall be placed at coolest temperature practicable, and
temperature of concrete when placed shall not exceed 95°F
(35°C).
4. Test entire surface before initial set and correct irregularities or
undulations before finishing. Surface shall not have irregularities
greater than 1/4 in (6 mm) when checked with a 10-ft (3-meter)
straight edge in any direction or location on the pavement.
5. Finish concrete pavement with broom or artificial turf drag. Broom
finish walks and small areas.
6. If paving concrete placement is discontinued for more than 30
minutes, a construction joint shall be installed in accordance with
details shown in PIP CVI02350 at location of the nearest contraction
or expansion joint. Excess concrete beyond location of the
construction joint shall be removed.
7. Pavement shall be closed to vehicular traffic until the concrete is at
least four days old and has reached a minimum compressive strength
of 3000 psi (21 MPa) or 75% of the specified minimum 28-day
compressive strength, whichever is greater.
8. After concrete is at least 4 days old and has reached a minimum
compressive strength of 3000 psi (21 MPa) or 75% of the specified
minimum 28-day compressive strength, whichever is greater,
pavement may be opened to limited traffic with wheel loads not to
exceed 5,000 lb (22 kN).
9. After concrete has reached the specified minimum 28-day compressive
strength as verified by tests, equipment with wheel loads exceeding
5,000 lb (22 kN) may be permitted on pavement.

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4.4.4.2 Curing
1. Curing concrete pavement shall comply with provisions of
PIP STS03001.
2. Concrete surfaces subjected to heavy rainfall within 3 hours after
curing compound has been applied shall be re-sprayed unless
protected by sheeting.
3. Areas where the curing compound is damaged by subsequent
construction operations within the curing period shall be
immediately re-sprayed.
4.4.4.3 Joint Construction
1. Joints shall be located as shown on contract documents and
constructed as specified in PIP STS03001.
2. Joints shall align with existing or adjacent joints where possible.
3. Before sawing a joint, concrete shall be examined closely for cracks,
and the joint shall not be sawed if a crack has occurred within 10 ft
(3 m) from planned joint location. Sawing shall be discontinued
when a crack develops ahead of the saw cut and the purchaser shall
be contacted for guidance before continuing work.
4. Sealant materials for joints shall be installed in accordance with
written manufacturer’s instructions.
4.4.4.4 Jointed Reinforced Concrete Pavement (JRCP)
1. Reinforcement, ties, and dowels shall be placed as shown in contract
documents.
2. Reinforcement installation shall be in accordance with PIP STS03001.
3. Unless otherwise specified in contract documents, see PIP CVI02350
for detail for reinforcing re-entrant corners to reduce cracking.
Re-entrant corners commonly occur at footings or inlets.
4. Dowels shall be aligned perpendicular to the joint, parallel to each
other and parallel with the bottom and top surfaces of pavement.
Dowels shall be securely supported on chairs.
5. Place bar steel reinforcement after properly preparing the subgrade.
Place longitudinal bars on top of the transverse bars. Securely tie
bars together to prevent movement during concrete placement.
Support assembled bars on bar chairs at a depth shown in contract
documents. Bar chairs shall be sufficient in strength and number to
hold steel reinforcement in position during construction.
6. Arrangement of splices and splice lap lengths shall be as shown in
contract documents.
7. Install dowels or tie bars at joints as shown in contract documents.
8. Protect all bar steel reinforcement left protruding from the slab for
any extended period from deterioration caused by exposure.

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9. Do not bend bar steel reinforcement or subject to loading or forces

that distort the steel or weaken the bond to concrete.
10. Tie coated bars using procedures, equipment, and materials that do
not damage or cut the coating. Use one or more of the following
materials to tie coated bars:
a. Purchaser-approved plastic or nonmetallic material
b. Stainless steel wire
c. Nylon, epoxy, or plastic-coated wire
4.4.4.5 Jointed Plain Concrete Pavement (JPCP)
1. Dowels or tie bars shall only be used in JPCP if shown in contract
documents.
2. Transverse contraction joints in roadway paving shall be located and
sawed in accordance with contract documents.

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