Volume 1: Practical Guide, Final Report and Appendix A
Introduction
This document provides construction specifications for
jointed plain concrete pavement (JPCP) that includes the measurement of several key
acceptance quality characteristics (AQC's). Each of the AQC's (mean and
standard deviation) is related to performance and, thus, to life-cycle costs (LCC's)
over a chosen analysis period. The incentive/disincentive pay factors are computed
based on expected future performance and costs.
The format and content of these Performance-Related Specifications (PRS)
are based in part on the following American Association of State Highway
and Transportation Officials (AASHTO) Guide Specifications for Highway
Pavement Construction:
- Guide Specifications for Highway Construction, 1993.(29)
- Quality Assurance Guide Specification, February 1996.(9)
- Implementation Manual for Quality Assurance, February 1996.(28)
Table of Contents
DIVISION 100. GENERAL PROVISIONS
SECTION PRS101. DEFINITIONS
SECTION PRS110. QUALITY ASSURANCE
PRS110.01 Samples, Tests, and Referenced Specifications
PRS110.02 Qualified Testing Laboratory
PRS110.03 Technician Certification
PRS110.04 Quality Control
PRS110.05 Acceptance
PRS110.06 Quality Pay Adjustments
PRS110.07 Dispute Resolution
DIVISION 500. RIGID PAVEMENT
SECTION PRS501. JOINTED PLAIN PORTLAND CEMENT CONCRETE PAVEMENT
PRS501.01 Description
PRS501.02 Materials
PRS501.03 Construction Requirements
PRS501.04 Methods of AQC Measurement
A. Lots
B. Sublots
C. Definition of Pavement Performance
D. Included Acceptance Quality Characteristics
E. Selection of AQC Target Values
F. Identification of AQC Limits for Acceptance
G. AQC Sampling and Testing Methods
1. Concrete Strength
a. Sampling of Concrete Strength
i. Beams
ii. Cylinders
iii. Cores
b. Timing of Concrete Strength Testing
c. Testing-Related Procedures (Conducted Prior to Specimen Testing)
i. Laboratory Maturity Calibration
ii. Laboratory-Developed Inter-Strength Relationships
iii. Measuring Maturity in the As-Constructed Pavement
d. Specific Concrete Strength Testing Procedures
i. Flexural Testing of Beams
ii. Compression Testing of Cylinders or Cores
iii. Split-Tensile Testing of Cylinders or Cores
e. Concrete Strength Acceptance
2. Slab Thickness
a. Sampling and Testing of Slab Thickness
b. Slab Thickness Acceptance
3. Entrained Air Content
a. Sampling and Testing of Entrained Air Content
i. Pressure Meter Tests of Plastic Concrete
ii. Linear Traverse Tests of Hardened Concrete Cores
b. Entrained Air Content Acceptance
4. Initial Smoothness
a. Sampling and Testing of Initial Smoothness
b. Initial Smoothness Acceptance
5. Percent Consolidation Around Dowels
a. Sampling and Testing of Percent Consolidation Around Dowels
b. Acceptance of Percent Consolidation Around Dowels
PRS501.05 Methods of AQC Retesting
A. Concrete Strength
B. Slab Thickness
C. Entrained Air Content
D. Initial Smoothness
E. Percent Consolidation Around Dowels
PRS501.06 Basis of Acceptance
A. Life-Cycle Costs
B. As-Designed Target Pavement
C. As-Constructed Pavement Lot
PRS501.07 Basis of Payment
A. Level 1 Pay Adjustment
B. Level 2 Pay Adjustment
ATTACHMENT SERIES A LABORATORY MATURITY CALIBRATION CURVES
AND RESPECTIVE EQUATIONS
ATTACHMENT SERIES B LABORATORY-DEVELOPED INTER-STRENGTH
CURVES AND RESPECTIVE EQUATIONS
ATTACHMENT SERIES C PROJECT-SPECIFIC CONSTANT VALUES
ATTACHMENT SERIES D LEVEL 1 INDIVIDUAL AQC PAY FACTOR CHARTS
AND EQUATIONS
DIVISION 100. GENERAL PROVISIONS
Section PRS-101. Definitions
The following definitions are applicable to this Specification:
Acceptance Quality Characteristics (AQC's): Inherent measurable
pavement characteristics that significantly affect pavement performance,
are under the ULect control of the contractor, and are measurable at or
near the time of construction. AQC's considered under the current PRS
include concrete strength, slab thickness, entrained air content, initial
smoothness, and percent consolidation around dowel bars.
Analysis Period: Period of time over which future M & R costs
are to be considered in an LCC analysis. The analysis period is typically
defined as twice the chosen initial pavement design life.
AQC Target Values: Agency-chosen AQC means and standard deviations
that define the agency's desired quality (the AQC quality for which the
agency is willing to pay 100 percent of the bid price).
As-Constructed Lot Life-Cycle Cost (LCCCON):The estimated
post-construction LCC used to represent the as-constructed pavement lot
quality. This value is based (in part) on the measured as-constructed
AQC values (means and standard deviations).
As-Constructed Pavement: The actual concrete pavement constructed
by the contractor. The as-constructed quality level of each pavement lot
is assessed based on AQC sampling and testing (using defined AQC acceptance
procedures) of the as-constructed pavement.
As-Designed Lot Life-Cycle Cost (LCCDES): The estimated
post-construction LCC used to represent the as-designed pavement quality.
This value is based on the as-designed AQC target values (means and standard
deviations) selected by the agency.
As-Designed Pavement: The desired concrete pavement, as defined
by the agency. The desired quality level of the pavement is specified
in terms of target as-designed AQC means and standard deviations.
Buyer: That organization or entity ultimately responsible for the
purchase of the materials and work required for the completion of a highway
or transportation contract. May be used interchangeably with the terms agency, purchaser, consumer, or owner.(9)
Constant Values: Project-specific variables required by the distress
indicator and cost models that do not differ between the as-designed and
as-constructed pavements. These variables define many of the pavement's
characteristics and can be grouped into general categories such as traffic,
project location and description, climatic conditions, slab design and
support, load transfer, and M & R unit costs.
Construction Pass: The defining width of an ongoing paving operation.
This definition is used since the width of paving may consist of more
than one traffic lane.
Discount Rate: Used to translate actual LCC's into equivalent present
worth costs. It is estimated as the difference between the interest and
inflation rates over a long time period, representing the real value of
money over time. The interest rate, often referred to as the market interest rate, is associated with the cost of borrowing money and represents
the earning power of money.(10) The inflation rate is typically
defined as the rate of increase in the prices of goods and services (construction
of highways) and represents changes in the purchasing power of money.(10)
Distress Indicator: A measure of the condition of an existing pavement
section at a particular point in time.(4) These key pavement
distresses are used to define pavement performance. Distress indicators
included in the current PRS approach include transverse slab cracking,
transverse joint faulting, transverse joint spalling, and pavement smoothness
over time. Within the PRS, the distress indicators are predicted (over
a chosen analysis period) using the best available empirical or mechanistic
models. Model inputs include project-specific constant values and representative
mean values of the selected AQC's.
Equivalent Single-Axle Load (ESAL): An 80-kN single-axle traffic
loading. The ESAL is the standard traffic measure used by most SHA's and
design methods. Average daily traffic (ADT) numbers are translated into
equivalent ESAL's. Many of the distress indicator models are functions
of the cumulative ESAL's applied over the chosen analysis life.(11)
Expected Pay (EP) Curve: A graphic representation of an acceptance
plan that shows the relation between the actual quality of a lot and its
expected pay (i.e., mathematical pay expectation, or the average pay the
contractor can expect to receive over the long run for submitted lots
of a given quality).(4)
Global Rehabilitation Activities: Rehabilitation activities applied
to the entire lot at one time in response to declining global pavement
conditions. These activities are specifically applied to address pavement
condition indicators such as decreasing pavement smoothness, increasing
amounts of localized distress, or increasing amounts of applied localized
rehabilitation. Trigger values for these pavement condition indicators
must be selected to determine the timing of a global rehabilitation. Examples
of global rehabilitation activities include AC overlays, PCC overlays,
and diamond grinding.
In Situ Sampling: AQC sampling procedures in which samples are
taken ULectly from or on the in-place concrete pavement (e.g., cores and
surface profile measurement).
Initial Design Life: Amount of time for which the chosen pavement
design is expected to carry traffic loads without the application of a
global rehabilitation (AC overlay, PCC overlay, diamond grinding).
International Roughness Index (IRI): The IRI is based on simulation
of the roughness response of a car traveling at 80 km/h. It is a ratio
of the accumulated suspension motion of the car divided by the distance
traveled. The scale ranges from 0 (perfectly smooth surface) to 20,000
mm/km, with larger values indicating greater roughness. A value of 3,000
mm/km is often considered to be the breaking point between "rough"
and "smooth" pavements on high-speed highways.
Jointed Plain Concrete Pavement (JPCP): A PCC pavement type characterized
by short joint spacing (less than 6 m) and no reinforcing steel mesh or
bars. JPCP pavements may or may not be constructed with dowels at the
transverse joints. These pavements typically include tie bars at longitudinal
joints. Slab thicknesses for this pavement type have historically ranged
from 152 to 254 mm; however, newer pavements are being constructed with
thicknesses of 305 mm or more.
Life-Cycle Cost (LCC): The estimated cumulative present worth cost
of a pavement lot over a specified analysis period. The LCC, as used in
PRS, may include estimated future maintenance, rehabilitation, and user
costs over a chosen analysis period. The initial construction cost is
not included in the LCC since it is identical for both the as-designed
and the as-constructed pavements. LCC values are expressed in units of
present worth dollars (PW$) per kilometer.
Localized Rehabilitation Activities: Rehabilitation activities
that may be used to correct localized pavement distresses. Localized
distresses are defined as those that may affect an individual joint (transverse
joint spalling and transverse joint faulting) or slab (transverse slab
cracking).
Lot: A discrete quantity of constructed pavement to which an acceptance
procedure (and corresponding pay adjustment) is applied. All pavement
placed within a lot should consist of the same mix design and material
sources, should be subjected to the same support conditions (base type,
base thickness, subbase type, subbase thickness, subgrade treatment),
and should consist of the same design characteristics (joint spacing,
drainage, shoulder type, dowel-bar diameter, traffic, and AQC design values).
Lot Length: Equal to one day's production or less. The minimum
lot length should not be less than 0.16 km. Any section of lesser length
will be added to the preceding lot or succeeding lot.
Lot Width: The lot width is defined as the total width of pavement,
one or more traffic lanes, being placed at one time in the mainline paving
process. This paving width is also referred to as a construction pass,since
it describes the total width of pavement being placed in one pass of the
paving train. The entire width of a widened lane is included; however,
shoulders are to be excluded.
Maintenance Activities: Routine activities performed as preventive
measures. This maintenance is typically applied at certain fixed intervals
of time over the life of a pavement lot (commonly on an annual basis).
Examples of maintenance activities include transverse crack and joint
sealing.
Maintenance and Rehabilitation (M & R) Plan: The defined set
of rules used to predict the type and timing of future M & R activities.
Expected localized and global rehabilitation activities are determined
based on chosen trigger values applied to each distress indicator. Maintenance
activities are applied by defining the amount and application frequency
(e.g., seal 100 percent of the transverse joints every 2 years).
Maximum Quality Limit (MQL): Agency-chosen maximum limit for acceptable
AQC specimen sample quality. If an AQC specimen sample value is measured
to have greater quality than the defined MQL, the representative specimen
sample value (used in the acceptance procedures) is set equal to the defined
MQL (i.e., the contractor does not receive credit for quality provided
in excess of the MQL). For concrete strength, slab thickness, entrained
air content, and percent consolidation around dowels, better quality than
the MQL is identified by specimen sample values greater than the
MQL; however, for initial smoothness, better quality than the MQL is identified
by specimen sample values less than the MQL.
Nondestructive Testing: AQC sampling and testing methods conducted
on the in-place pavement, without disturbing the pavement's structural
integrity or surface characteristics.
Operating Characteristic (OC) Curve: A graphic representation of
an acceptance plan that shows the relationship between the actual quality
of a lot and the probability of its acceptance at various payment levels.(4)
PaveSpec 2.0: The revised PRS specification simulation software
developed under this research project. This software is used to demonstrate
the PRS approach by simulating pavement performance, determining corresponding
LCC's, generating preconstruction output, and computing pay adjustments.
Its specific functions are described in the PaveSpec
2.0 User Guide (appendix G, volume IV).
Pay Adjustment: The actual pay adjustment (incentive or disincentive
in PW$) for the as-constructed lot. The computation of the lot pay adjustment
differs between the Level 1 and Level 2 PRS.
Level 1 Pay AdjustmentThe Level 1 pay adjustment is
computed using the determined Level 1 lot composite pay factor (CPF).
The actual Level 1 lot pay adjustment is computed using the relationship
presented in equation 101-1.
PAYLOT = BID * (PFCOMPOSITE
100) * LOTLENGTH (101-1)
where
PAYLOT = Adjusted payment paid to the contractor for the as-constructed lot, $.
BID = Contractor bid price, $/km.
PFCOMPOSITE = The determined Level 1 lot CPF, percent (e.g., 101 percent is expressed as 101.0).
LOTLENGTH = Measured actual as-constructed lot length,
km.
Level 2 Pay AdjustmentThe Level 2 pay adjustment is
computed using the determined Level 2 lot pay factor. The actual Level
2 lot pay adjustment is computed using the relationship presented in equation
101-2.
PAYLOT = BID * (PFLOT 100) *
LOTLENGTH (101-2)
where
PAYLOT = Adjusted payment paid to the contractor for the as-constructed lot, $.
BID= Contractor bid price, $/km.
PFLOT = The determined Level 2 overall lot pay factor, percent (e.g., 101 percent is expressed as 101.0).
LOTLENGTH = Measured actual as-constructed lot length,
km.
Pay Factor (PF): The percent of the bid price that the contractor
is paid for the construction of a concrete pavement lot. There are a number
of different pay factor-related definitions used within this report.
Basic Pay Factor DefinitionThe underlying equation used
to compute a pay factor for a given lot (based on the comparison of LCC's)
is presented as equation 101-3. This equation is used to compute the pay
factor for each simulated lot.
PFLOT = 100 * (BID + [LCCDES
LCCCON])/BID (101-3)
where
PFLOT = Overall pay factor for the as-constructed lot, percent.
BID = Representative contractor's unit bid price for the lot, $/km.
LCCDES = As-designed life-cycle unit cost for the lot (computed using target AQC's), PW$/km.
LCCCON = As-constructed life-cycle unit cost for
the lot (computed using AQC test results from the as-constructed lot), PW$/km.
Level 1 Individual AQC Pay FactorsThe pay factors (associated with the
measured AQC's) computed using the developed Level 1 individual AQC pay factor
equations. Each Level 1 AQC pay factor (expressed as a percentage) is a function of
the measured as-constructed AQC lot mean and standard deviation. (Note: Level 1
individual AQC pay factor equations are based on data simulated using the PaveSpec 2.0
computer software.) The final Level 1 individual AQC pay factors may be limited to
agency-chosen pay factor practical limits.
Level 1 Composite Pay FactorThe overall pay factor (expressed as a
percentage) for an as-constructed lot computed using a Level 1 specification. This
pay factor is determined using the agency-defined CPF equation (a simple mathematical
function of the individual Level 1 AQC pay factors). The final Level 1 lot CPF
(which may be limited to agency-chosen pay factor practical limits) is used to determine
the contractor's Level 1 lot pay adjustment.
Level 2 Pay FactorThe overall pay factor (expressed as a
percentage) for an as-constructed lot computed using a Level 2 specification.
This pay factor is computed using equation 101-3 and may be limited to
agency-chosen pay factor practical limits. The PaveSpec 2.0 computer software
is used to simulate the required LCCDES based on SHA-defined
AQC target values, and estimate the LCCCON based on the measured
as-constructed AQC samples.
Performance-Related Specifications (PRS): Construction specifications
placed on key materials and construction AQC's (e.g., concrete strength,
slab thickness) that have been demonstrated to correlate strongly with
long-term pavement performance. These specifications are based on quantified
relationships (or mathematical models) that relate measured AQC's to subsequent
pavement performance and the corresponding costs.
Present Serviceability Rating (PSR): An indicator of pavement smoothness
based on the subjective ratings of users. The PSR is expressed as a number
between 0 and 5 with the smaller values indicating greater pavement roughness.
The scale is translated into general pavement condition description categories
using the following translations.(11)
0 1 Very poor.
1 2 Poor.
2 3 Fair.
3 4 Good.
4 5 Very good.
Present Worth (PW) Method: A discounted cash flow analysis that
involves the conversion of all of the present and future costs to a base
of today's costs.(10) Expected future costs are translated
into equivalent present worth costs using equation 101-4.
PWCOST = C / (1 + i)T (101-4)
where
PWCOST = Present worth of yearly cost (C).
C = M & R, or user cost incurred during year T.
T = Year during which the observed cost (C) was incurred.
i = Chosen discount rate.
Quality Assurance (QA): All those planned and systematic actions necessary to
provide adequate confidence that a product or service will satisfy given requirements of
quality. Within an organization, QA serves as a management tool. In contractual
situations, QA serves to provide confidence in the supplier.(9)
Quality Control (QC): The sum total of activities performed by the seller
(producer, manufacturer, or contractor) to make sure that a product meets contract
specification requirements. Within the context of highway construction, QC includes
materials handling and construction procedures; calibration and maintenance of equipment;
production process control; and any sampling, testing, and inspection done for these
purposes.(9)
Rejectable Quality Limit (RQL): Agency-chosen mimimum limit for acceptable AQC
specimen sample quality. If an AQC specimen sample value is measured to have poorer
quality than the defined RQL, AQC retesting procedures will apply. For concrete
strength, slab thickness, entrained air content, and percent consolidation around dowels,
poorer quality than the RQL is identified by specimen sample values less than the
RQL; however, for initial smoothness, poorer quality than the RQL is identified by
specimen sample values greater than the RQL.
Sample Mean: The average of n random AQC sample values. This sample mean
is computed using equation 101-5.
MEANSAMPLES = å(xi)
/n (101-5)
where
MEANSAMPLES = The computed mean of n random AQC samples.
xi = 1 to n random sample values.
n = Total number of random samples.
(Note: If m replicate samples are taken from each sampling location,
the mean of each set of m test results is used to define a random
sample value.)
Sample Standard Deviation: An estimate of the true population standard
deviation, s. If this estimate is to be unbiased,
a correction factor must be applied. This unbiased sample standard deviation
is computed using equation 101-6.
SDSAMPLES = ({[å(xi MEANSAMPLES)2] /(n 1)}/m)0.5 / CSD (101-6)
where
SDSAMPLES = The computed unbiased standard
deviation of all of the random sample values.
MEANSAMPLES = The computed mean of all of the random sample values.
n = Total number of random samples.
xi = 1 to n sample values.
m = The number of replicate specimen test results used to
compute one sample value.
CSD = Correction factor based on the total sample size,
n, used to obtain unbiased estimates of the actual lot sample standard
deviation, s. Appropriate CSD values are determined using
table PRS-101-01.
Table
PRS-101-01. Correction factors used to obtain unbiased estimates of the actual standard
deviation.
Number of Sample Values, n |
Correction Factor, CSD |
2 |
0.7979 |
3 |
0.8862 |
4 |
0.9213 |
5 |
0.9399 |
6 |
0.9515 |
7 |
0.9594 |
8 |
0.9650 |
9 |
0.9693 |
10 |
0.9726
|
30 |
0.9915 |
50 |
0.9949 |
Note: Unbiased estimates of the standard
deviation are automatically calculated and used in the determination of
lot pay factors within PaveSpec 2.0.
Sample Value: An AQC value used to represent one sample location
within a sublot. A representative sample value may be the ULect measured
value from one test taken at a sample location (no replicate test result
values, i.e., m =1), or equal to the mean of m replicate
test result values (from m replicate tests) taken at the same sample location.
Seller: Any entity providing materials and work required for the
completion of highway or transportation work. This includes the contractor
and all subcontractors. The term may be used interchangeably with producer or supplier.(9)
Sublot: A portion of a lot. Each lot is divided into sublots of
approximately equal surface area. Sublot lengths are selected so that
one or more samples may be taken from each sublot for each considered
AQC. The minimum sublot length cannot be less than 0.16 km (to accommodate
the measurement of initial smoothness). Any section of lesser length will
be added to the preceding sublot. Note that in PRS, measurements for all
AQC's must be obtained from each sublot so that performance can be predicted.
Target Sublot Length: The chosen default linear length for each
sublot. Each as-constructed sublot should initially be assumed to be equal
to this target sublot length.
Test Result Value: The computed AQC value from one AQC test. For
concrete strength, slab thickness, and entrained air content, this is
the testing result from one specimen. For initial smoothness, this is
the value obtained from one pass of the profilograph. For percent consolidation
around dowels, this is the value obtained from one relative density comparison.
Section PRS-110. Quality Assurance
PRS110.01 Samples, Tests, and Referenced Specifications. The contractor shall be
responsible for the quality of the construction and materials incorporated into the
contract. The contractor shall perform all necessary QC inspection, sampling, and
testing. All materials will be approved for acceptance through the agency's
acceptance procedures. The agency is responsible for determining the acceptability
of the construction and materials incorporated therein. The agency may use the
results of the contractor's inspection, sampling, and testing as a part of its
acceptance procedures, provided the contractor has an approved QC program.
PRS110.02 Qualified
Testing Laboratory. The agency central laboratory shall be accredited by the
AASHTO Accreditation Program (AAP). All testing laboratories (agency, contractor,
consultant, or vendor) shall be approved by the agency.
The contractor's QC laboratory shall be furnished and
maintained with adequate ventilation, heat, light, water, sink and drainage, electrical or
gas outlets (or both), work tables, shelves, and supply cabinets. The laboratory
shall be supplied with equipment and materials necessary to perform all tests required by
these specifications and shall be maintained in such condition that the equipment will
meet the applicable requirements of the agency. (The agency may want to list the
specific equipment that is deemed necessary to satisfy the QC testing requirements of the
applicable specifications.)
PRS110.03 Technician
Certification. The agency shall require that individuals who perform one or
more of the actual sampling, testing, and inspection functions for the agency, contractor,
vendor, or private laboratories be certified.
Certified sampling and testing personnel provide added assurances that
the sampling and testing will be performed correctly and that the results
will be valid. The certification program recognized by the agency should
be one or more of the following:
- National Institute for Certification in Engineering Technologies.
- The American Concrete Institute or other trade association.
- Individually developed agency program.
- Reciprocity between agencies.
For additional information concerning technician certification, see the "Sampling
and Testing Personnel" section of the 1996 AASHTO Implementation Manual for
Quality Assurance.(28)
PRS110.04 Quality Control. The contractor shall provide and maintain a QC system that will assure all materials and
products submitted to the agency for acceptance will conform to the contract requirements,
whether manufactured or processed by the contractor or procured from suppliers,
subcontractors, or vendors. The contractor shall perform, or have performed, the
inspections and tests required to substantiate product conformance to contract document
requirements. The contractor shall also perform, or have performed, all inspections
and tests otherwise required by the contract. The contractor's QC inspections
and tests shall be documented and provided to the agency. The contractor shall
maintain adequate records of all inspections and tests. The records shall include
the nature, number, and type of deficiencies found; the quantities rejected by the
contractor; and the nature of corrective action taken, as appropriate. The
contractor shall maintain standard equipment and qualified personnel as required by the
specifications to assure conformance to contract requirements. Procedures will be
subject to approval by the agency before the work is started.
The contractor shall prepare a QC plan detailing the type and frequency
of inspection, sampling, and testing deemed necessary to measure and control
the various properties of materials and construction governed by the specifications.
The QC plan shall be submitted in writing to the agency at the preconstruction
conference. This plan shall include the following:
- Construction items covered by the plan.
- Tests to be performed.
- Testing frequencies.
- Sampling locations and techniques.
- Documentation procedures, including:
- Inspection and test records.
- Temperature measurements.
- Accuracy, calibration, or recalibration checks performed on production or testing equipment.
- Control charts.
The plan shall identify the personnel responsible for the
contractor's QC. This should include the name of the company official who will
act as a liaison with agency personnel and the names of the certified technicians who will
ULect and conduct the inspection program. When required in these specifications,
the contractor shall provide a testing facility or laboratory.
Note: The agency should publish, as a separate document, the minimum content
of an acceptable QC plan. Examples of minimum content of an acceptable
QC plan are provided in the following publications:
- Appendix AGuide for Quality Control and Acceptance Requirements for
Portland Cement Concrete from the 1996 AASHTO Quality Assurance Guide
Specification.(9)
- Appendix DQuality Control Plans from the 1996 AASHTO Implementation Manual for Quality Assurance.(28)
PRS110.05 Acceptance. The agency is responsible for determining the acceptability of the material
produced. Acceptance of the material is based on the inspection of the
construction, monitoring of the contractor's QC program, and acceptance
test results.
- Sampling and Testing. The acceptance sampling and testing is the
responsibility of the agency. The contractor must provide the necessary materials
for testing.
The agency may use the contractor's QC test results as a part of the acceptance
procedures, provided:
- The agency's inspection and monitoring activities indicate the contractor has
followed the approved QC plan, and
- The results from the contractor's QC sampling and testing compare favorably with
the agency's results in accordance with Section PRS110.05 (B).
- Validation Procedures for QC Test Results. If the agency is to use
the contractor's QC test data, the contractor's test results shall be
validated in accordance with appendix F or appendix G of the 1996 AASHTO Implementation Manual for Quality Assurance.(28) The
appropriate level of significance is left to the agency's discretion.
PRS110.06 Quality Pay
Adjustments. The lot pay adjustment provisions shall be developed based on
the quality of those AQC's chosen by the agency for acceptance under the
specifications. The agency will determine lot pay adjustments based on the measured
AQC sample and testing results, in accordance with the developed pay adjustment
provisions. The contractor shall be paid the amount of the computed adjusted pay on
a lot-by-lot basis.
PRS110.07 Dispute
Resolution. When there are significant discrepancies between the
agency's and contractor's test results, dispute resolution procedures
will be used.
- Procedures for Resolving Differences. The contractor and agency must agree
upon the test methods to be used. If the test method is not in question, then the
agency and contractor should look for differences in procedures and correct the
inappropriate procedure before moving to third-party resolution.
- Third Party Resolution. The agency's central laboratory or an independent
laboratory will be used to determine material quality results. Whichever
laboratory is used, it should be AAP accredited and the results shall
be binding.
The contractor will be responsible for the cost associated with the third-party
resolution if the final result indicates that the agency's acceptance
test results were correct. Likewise, the agency will be responsible for
the cost when the final result indicates that the contractor's acceptance
test results were correct. For additional information, see the "Dispute
Resolution" section of the 1996 AASHTO Implementation Manual for
Quality Assurance. (28)
Section PRS501. Jointed Plain Cement Concrete Pavement
PRS501.01 Description. This work shall consist of constructing a JPCP on a prepared subgrade or base course, in
accordance with these specifications. These specifications apply only to the PCC
pavement slab placed in the traffic lanes, and specifically address the following:
materials, construction requirements, method of measurement, basis of acceptance, and
basis of payment. Pavement shoulders are not addressed under these specifications and
shall be accepted using conventional acceptance procedures.
The pavement project is divided into one or more lots for
acceptance purposes. Each defined lot will be accepted independently based on AQC
sampling and testing conducted by the agency. The contractor shall receive 100
percent of the bid price for a lot if the quality of construction exactly equals that of
the target as-designed pavement parameters (AQC target means and standard deviations).
If the quality of construction for a lot exceeds or is below the target as-designed
AQC's, the contractor shall receive a pay adjustment for the lot (incentive or
disincentive). The amount of the pay adjustment is determined based on a comparison
of the estimated post-construction LCC's determined independently for both the
as-designed and as-constructed pavements. All calculations for the LCC-based pay
adjustments shall be performed using the PaveSpec 2.0 computer software.
PRS501.02 Materials. Materials shall meet the provisions of the following subsections included
in the 1993 AASHTO Guide Specifications for Highway Construction.(29)
- Portland cement 701.01
- Fine aggregate 703.01
- Coarse aggregate 703.01
- Joint filler 707.01
- Reinforcing steel 711.01
- Curing materials 713.01
- Air-entraining admixtures 713.02
- Chemical admixtures 713.03
- Water 714.01
- Fly ash (optional) 714.11
- Ground granulated blast-furnace slag 714.12
PRS501.03 Construction
Requirements. Agency specifications for construction requirements, including
contractor process control, shall be placed here.
PRS501.04
Methods of AQC Measurement.
- Lots. Each discrete quantity of pavement
representing an as-constructed lot shall be accepted independently by
the agency. The length of each lot shall be defined as equal to one
day's production or less. It is recommended that a lot length always
be set equal to the entire day's production unless a significant within-day
change occurs in the paving operation (e.g., change in aggregate source,
stoppage of the paving operations for a significant amount of time).
When applicable, the entire width of a widened traffic lane is to be
considered part of the mainline paving.Pavement shoulders are not included
as part of a lot.
- Sublots. The agency shall attempt
to divide each as-constructed lot into sublots with lengths equal to
the target sublot length. The target sublot length shall be defined
by the agency in accordance with the guidelines set forth in chapter
5 of this volume. The length of the last paved sublot within a lot shall
be determined in accordance with the guidelines set forth in chapter
5 of this volume. The total number of sublots observed in an as-constructed
lot shall be used as the representative number of sublots per lot for
the given lot. The width of a sublot is defined by the width of the
lot in which the sublot is observed.
If the final total lot length is less than the agency-chosen target
sublot length, the lot may be accepted by the engineer upon a visual
inspection of the section and a review of process control results. The
agency also has the option to add this material to that of the preceding
or succeeding lot.
- Definition of Pavement
Performance. The agency shall define future pavement performance
in terms of any or all of the following distress indicators:
- Transverse Joint Spalling.
- Transverse Joint Faulting.
- Transverse Slab Cracking.
- Pavement Smoothness Over Time (expressed in terms of PSR or IRI).
The definition of pavement performance shall be made in accordance with
the guidelines set forth in chapter 5 of this volume.
- Included
Acceptance Quality Characteristics. The agency shall base the
acceptance of an as-constructed pavement lot on any or all of the following
AQC's:
- Concrete strength.
- Slab thickness.
- Entrained air content.
- Initial smoothness.
- Percent consolidation around dowels.
The selection of included AQC's shall be accomplished in accordance
with the guidelines set forth in chapter 5 of this volume.
- Selection of AQC Target
Values. The agency shall define the desired AQC lot quality
in terms of AQC means and standard deviations (target values). Target
values shall be identified for each of the AQC's chosen to be included
in the specifications. The specific chosen target values are also dependent
on the chosen AQC sampling and testing methods. The selection of AQC
target values shall be accomplished in accordance with the guidelines
set forth in chapter 5 of this volume.
- Identification
of AQC Limits for Acceptance. The agency shall define practical
maximum and minimum quality limits to be applied to each measured specimen
sample value. The maximum limit shall be referred to as the Maximum
Quality Limit (MQL), and the minimum limit shall be referred to as the
Rejectable Quality Limit (RQL). If the specimen sample value is measured
to be of poorer quality than the defined RQL, then retesting procedures
shall be applied. If the specimen sample value is measured to be of
greater quality than the defined MQL, the representative specimen sample
value (used in the acceptance procedures) shall be set equal to the
defined MQL (i.e., the contractor shall not receive credit for quality
provided in excess of the MQL). The selection of AQC limits (RQL and
MQL) shall be accomplished in accordance with the guidelines set forth
in chapter 5 of this volume.
- AQC Sampling and
Testing Methods. Acceptance of an as-constructed pavement lot
is based on the sampling and testing of key AQC's. Only those AQC's
selected by the agency for inclusion in the specifications are to be
sampled. AQC samples shall be taken from every sublot within a given
lot using agency-defined sampling frequencies (the number of samples
per sublot may differ for each included AQC). The number of AQC sampling
locations per sublot, and their corresponding random sampling locations
within each sublot, shall be determined in accordance with the guidelines
set forth in chapter 5 of this volume.
The acceptance sampling and testing for each included AQC shall be conducted
using one of the agency preapproved methods that follow. All AQC acceptance
sampling shall be performed in accordance with the following standard
specifications:
- American Association of State Highway and Transportation Officials,
Standard Specifications for Transportation Materials and Methods
of Sampling and Testing, Part II Tests.(19)
- American Society for Testing and Materials (ASTM), Annual
Book of ASTM Standards, Section 4, Construction, Road and
Paving Materials.(20)
All AQC acceptance and testing shall be conducted in accordance with
the guidelines set forth in section PRS110.05, Acceptance.
- Concrete Strength. The
28-day flexural strength (third-point loading28-day modulus of
rupture [M R ]) is required for the acceptance of concrete
strength. Specific 28-day MR values representing each sublot
sample location shall be determined using the concrete strength sampling
and testing procedures defined below.
- Sampling of Concrete
Strength. Samples used in the determination of the 28-day
M R shall consist of one of three methods. [The agency
shall select one of the following.]
- Beams.
Beam specimens (with agency-specified dimensions) are to be molded,
handled, and cured in accordance with AASHTO T-23, Making and
Curing Concrete Test Specimens in the Field.(19) Beam specimens for each sublot shall be made with plastic concrete
taken from in front of the paver at predetermined random longitudinal
sampling locations. Random longitudinal sampling locations shall
be identified in accordance with the guidelines set forth in chapter
5 of this volume. The number of beam specimens per sampling location
(replicate specimens) and the number of sampling locations per
sublot shall be defined by the agency in accordance with the guidelines
set forth in chapter 5 of this volume.
- Cylinders. Cylinder
specimens shall be molded, handled, and cured in accordance
with AASHTO T-23, Making and Curing Concrete Test Specimens
in the Field.(19) All cylinder specimens shall
be cast in molds with a nominal length-to-diameter ratio of
2. An appropriate cylinder specimen diameter shall be determined
based on the following:
- A minimum 102-mm cylinder diameter shall be used when
the maximum aggregate size is 32 mm or less.
- A minimum 152-mm cylinder diameter shall be used when
the maximum aggregate size is greater than 32 mm.
Cylinder specimens for each sublot shall be made with plastic
concrete taken from in front of the paver at predetermined random
longitudinal sampling locations. Random longitudinal sampling
locations shall be determined in accordance with the guidelines
set forth in chapter 5 of this volume. The number of cylinder
specimens per sampling location (replicate specimens) and the
number of sampling locations per sublot shall be defined by
the agency in accordance with the guidelines set forth in chapter
5 of this volume.
- Cores.
Core specimens shall be extracted from the hardened pavement
slab between 48 and 72 hours after placement, in accordance
with AASHTO T-24, Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete. (19) Core specimens
shall be extracted from the hardened concrete slab at predetermined
random sampling locations. Random core locations shall be determined
in accordance with the guidelines set forth in chapter 5 of
this volume. The number of core specimens per sublot shall be
defined by the agency in accordance with the guidelines set
forth in chapter 5 of this volume.
An appropriate core specimen diameter shall be determined based
on the following:
- A minimum 102-mm diameter shall be used when the maximum
aggregate size is 32 mm or less.
- A minimum 152-mm diameter shall be used when the maximum
aggregate size is greater than 32 mm.
Prior to testing, all core specimens shall be trimmed to a nominal
length-to-diameter ratio of 2. A correction factor shall be
applied (in accordance with AASHTO T-24, Obtaining and Testing
Drilled Cores and Sawed Beams of Concrete) to cores having
a length-to-diameter ratio of less than 1.94, whereas cores
having a length-to-diameter ratio between 1.94 and 2.10 require
no such correction.(19) Cores with a length-to-diameter
ratio exceeding 2.10 shall be reduced in length to fall within
the ratio limits of 1.94 to 2.10.
- Timing of
Concrete Strength Testing. The agency shall define the timing
of the concrete strength specimen testing to be used in estimating
the 28-day (equivalent 28-day laboratory maturity) flexural strength
(third-point loading) of the as-constructed pavement. Each specimen
(molded beam, molded cylinder, or extracted core) shall be tested
independently and translated (if necessary) into an M R at an equivalent 28-day laboratory maturity.
The timing of concrete strength specimen testing shall be defined
by the agency and expressed in terms of an equivalent laboratory
maturity. The agency-chosen timing of concrete strength specimen
testing shall meet the following requirements:
- Testing shall not be conducted until the specimen achieves
a maturity of at least 72 hours (3 days) of the equivalent laboratory
curing condition maturity.
- Testing must be conducted at or before the point when the
specimen achieves a maturity equal to 672 hours (28 days) of
the equivalent laboratory curing condition maturity.
- Testing-Related
Procedures (Conducted Prior to Specimen Testing). The agency
shall perform the following testing-related laboratory and field
procedures (as required) in preparation for concrete strength specimen
testing.
- Laboratory
Maturity Calibration. Prior to the placement of any as-constructed
concrete pavement, the agency shall develop required mix-specific
maturity curves in the laboratory. The representative maturity
curves (expressed as flexural, compressive, or split-tensile strength
versus maturity) shall be determined using the Arrhenius maturity
method, and in accordance with ASTM C-1074, Standard Practice
for Estimating Concrete Strength by the Maturity Method, and
the guidelines set forth in chapter 5 of this volume.(20)The
required developed maturity curves (and corresponding equations)
shall be included as Series
A attachments to these specifications. This laboratory
maturity calibration is only required if sample testing is conducted
when the equivalent laboratory maturity is less than 28 days.
- Laboratory-Developed
Inter-Strength Relationships. Prior to the placement
of any as-constructed pavement, the agency shall develop required
mix-specific inter-strength relationships (i.e., compressive
strength to flexural strength, or split-tensile to flexural
strength relationships) in the laboratory. These relationships
(curves and respective equations) shall be developed in accordance
with the guidelines set forth in chapter 5 of this volume. The
required inter-strength relationships (curves and equations)
shall be included as Series
B attachments to these specifications.
- Measuring
Maturity in the As-Constructed Pavement. If the agency
selects core specimens as the sampling type, the maturity of
the as-constructed pavement shall be monitored for each sublot.
Temperatures shall be measured at one central location per sublot
using a thermocouple placed at mid-depth of the pavement slab
(the thermocouple shall be embedded into the pavement using
an agency-approved method). The thermocouple shall be connected
to an agency-approved maturity meter. The maturity meter shall
begin recording pavement temperatures at the time when the thermocouple
becomes completely covered with concrete. Temperatures shall
be measured for a given sublot until all of the cores representing
the sublot are extracted from the as-constructed pavement.
- Specific
Concrete Strength Testing Procedures. Representative flexural
strength (third-point loading) values, at a 28-day equivalent laboratory
maturity, shall be determined for each specimen using one of three
specific testing procedures. [The agency shall select one of the
following.]
- Flexural Testing
of BeamsIf the concrete strength of the as-constructed
pavement is to be evaluated using beam specimens tested in flexural
strength (third-point loading), then the following procedure
shall apply.
- Each beam specimen shall be tested (at an agency-defined
equivalent laboratory maturity) for flexural strength (third-point
loading) in accordance with AASHTO T-97, Flexural Strength
of Concrete (Using Simple Beam With Third-Point Loading).(19)
- Each testing result shall be translated to a 28-day flexural
strength (28-day equivalent laboratory maturity) using the
attached mix-specific flexural strength (third-point loading)
versus maturity curve and equation, in accordance with the
guidelines set forth in chapter 5 of this volume.; The required
maturity curve shall be included as a Series
A attachment to these specifications. No maturity
translations need be applied if beam specimens are tested
directly at a 28-day equivalent laboratory maturity.
- Compression
Testing of Cylinders or CoresIf the concrete strength
of the as-constructed pavement is to be estimated using cylinder
or core specimens tested in compression strength, then the following
procedure shall apply.
- Each core specimen shall be tested (at an agency-defined
equivalent laboratory maturity) for compressive strength
in accordance with AASHTO T-24, Obtaining and Testing
Drilled Cores and Sawed Beams of Concrete.(19) Each cylinder specimen shall be tested (at an agency-defined
equivalent laboratory maturity) for compressive strength
in accordance with AASHTO T-22, Compressive Strength
of Cylindrical Concrete Specimens.(19)
- Each testing result shall be translated to a 28-day compressive
strength (28-day equivalent laboratory maturity) using the
attached mix-specific compressive strength versus maturity
curve and equation, in accordance with the guidelines set
forth in chapter 5 of this volume. The required maturity
curve shall be included as a Series
A attachment to these specifications. No maturity
translations need be applied if cylinder or core specimens
are tested directly at a 28-day equivalent laboratory maturity.
- Each estimated core or cylinder compressive strength (at
a 28-day equivalent laboratory maturity) shall be translated
into a representative 28-day flexural strength using the
attached mix-specific compressive strength to flexural strength
inter-strength relationship (curve and corresponding equation).
The required inter-strength relationship shall be included
as a Series
B attachment to these specifications.
- Split-Tensile
Testing of Cylinders or CoresIf the concrete strength
of the as-constructed pavement is to be estimated using cylinder
or core specimens tested in split-tensile strength, then the
following procedures shall apply.
- Each core specimen shall be tested (at an agency-defined
equivalent laboratory maturity) for split-tensile strength
in accordance with AASHTO T-24, Obtaining and Testing
Drilled Cores and Sawed Beams of Concrete.(19) Each cylinder specimen shall be tested (at an agency-defined
equivalent laboratory maturity) for split-tensile strength
in accordance with AASHTO T-198, Splitting Tensile Strength
of Cylindrical Concrete Specimens.(19)
- Each testing result shall be translated to a 28-day split-tensile
strength (28-day equivalent laboratory maturity) using the
attached mix-specific split-tensile strength versus maturity
curve and equation, in accordance with the guidelines set
forth in chapter 5 of this volume. The required maturity
curve shall be included as a Series
A attachment to these specifications. No maturity
translations need be applied if cylinder or core specimens
are tested directly at a 28-day equivalent laboratory maturity.
- Each estimated core or cylinder split-tensile strength
result (at a 28-day equivalent laboratory maturity) shall
be translated into a representative 28-day flexural strength
using the attached mix-specific split-tensile strength to
flexural strength inter-strength relationship (curve and
corresponding equation). The required inter-strength relationship
shall be included as a Series
B attachment to these specifications.
- Concrete Strength
Acceptance. The contractor shall furnish paving equipment
and employ methods that give the contractor the ability to produce
concrete strengths that meet, or better, the agency-defined target
concrete strength quality. The agency-desired target concrete strength
quality is defined as the mean and standard deviation of the representative
concrete strength values computed for a given lot. Representative
concrete strength values are determined for each sample location
within each sublot (average of replicates within a sampling location).
The agency-defined target concrete strength shall be defined in table PRS-501-01 of these specifications.
An as-constructed lot with a concrete strength quality that differs
from the target concrete strength quality shall be accepted with
price adjustments (incentive or disincentive).
View Table
PRS-501-01. Agency-Chosen AQC Sampling and Testing Methods, and
Target Values.
Representative 28-day flexural strength values shall be determined
for each specimen using one of the methods described above. The
agency shall define AQC limits (RQL and MQL) to be applied to each
specimen value within a sublot. The following procedure shall apply:
- If a specimen strength value is less than the defined RQL,
the agency shall begin retesting procedures. Concrete strength
retesting procedures are specified in section PRS501.05, Methods of AQC Retesting.
- If a specimen strength value is greater than the defined MQL,
the measured specimen strength value shall be reduced to be
equal to the chosen MQL. The reduced specimen strength value
shall be used for acceptance.
- All specimen strength values greater than or equal to the
RQL, and less than or equal to the MQL, shall be used directly
for acceptance.
The specimen strength values (including any adjustments) are then averaged within
each sampling location to give strength values representative of
each sampling location. These sampling location strength values
(averages of replicate specimens) are then used in the PaveSpec
2.0 computer software for the acceptance of concrete strength. (Note:
The strength value typically referred to as a sample per sublot is actually the average value of all of the replicate specimen values
at that particular location).
- Slab Thickness
- Sampling
and Testing of Slab Thickness. The thickness of the as-constructed
slab shall be determined by measurements taken on cores extracted
from each sublot making up an as-constructed pavement lot. Core
specimens shall be extracted from the hardened concrete slab between
48 and 72 hours after placement, in accordance with AASHTO T-24,
Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.(19) All cores used for the acceptance of slab thickness shall have a
minimum diameter of 102 mm.
Slab thickness shall be measured on all cores extracted for the
evaluation of concrete strength; these measured values shall be
used in lieu of extracting additional slab thickness cores. When
required, randomly selected slab thickness core locations (independent
of any cores taken for the evaluation of concrete strength) shall
be determined in accordance with the guidelines set forth in chapter 5 of this volume. The
number of slab thickness core specimens per sublot shall be defined
by the agency in accordance with the guidelines set forth in chapter 5 of this volume.
The representative thickness of each core shall be determined in
accordance with AASHTO T-148, Measuring Length of Drilled Concrete
Cores.(19)
- Slab Thickness Acceptance.
The contractor shall furnish paving equipment and employ methods
that give the contractor the ability to produce slab thickness that
meet, or better, the agency-defined target slab thickness quality.
The agency-desired target slab thickness quality is defined as the
mean and standard deviation of the slab thickness values measured
for a given lot. The agency-defined target slab thickness shall
be defined in table PRS-501-01 of these
specifications. An as-constructed lot with a slab thickness quality
that differs from the target slab thickness quality shall be accepted
with price adjustments (incentive or disincentive).
The agency shall define AQC limits (RQL and MQL) to be applied to
each specimen value within a sublot. The following procedure shall
apply:
- If a specimen slab thickness value is less than the defined
RQL, the agency shall begin retesting procedures. Slab thickness
retesting procedures are specified in section PRS501.05, Methods
of AQC Retesting.
- If a specimen slab thickness value is greater than the defined
MQL, the measured specimen slab thickness value shall be reduced
to be equal to the chosen MQL. The reduced specimen slab thickness
value shall be used for acceptance.
- All specimen slab thickness values greater than or equal to
the RQL, and less than or equal to the MQL, shall be used directly
for acceptance.
The specimen slab thickness values (including any adjustments)
are then used in the PaveSpec 2.0 computer software for the
acceptance of slab thickness.
- Entrained Air Content
- Sampling
and Testing of Entrained Air Content. The entrained air
content of the as-constructed pavement shall be determined using
one of two agency-approved sampling and testing methods. [The agency
shall select one of the following.]
- Pressure
Meter Tests of Plastic Concrete. Plastic concrete shall
be taken in front of or behind the paver at predetermined random
longitudinal sampling locations. Random longitudinal sampling
locations shall be identified in accordance with the guidelines
set forth in chapter 5 of this volume.
If beam or cylinder specimens are required for the estimation
of concrete strength, entrained air content pressure meter tests
may be conducted at the same longitudinal locations used for
the strength investigation. If behind-the-paver samples are
chosen, material shall be removed from the slab using an agency-approved
method.
The plastic concrete removed in front of or behind the paver
shall be tested with an agency-approved air pressure meter in
accordance with AASHTO T-152, Air Content of Freshly Mixed
Concrete by the Pressure Method.(19) The number
of pressure meter tests per sampling location (replicate specimens),
and the number of sampling locations per sublot, shall be defined
by the agency in accordance with the guidelines set forth in chapter 5 of this volume.
- Linear
Traverse Tests of Hardened Concrete Cores. Core specimens
shall be extracted from the hardened concrete slab at predetermined
random sampling locations. Random sampling core locations shall
be determined in accordance with the guidelines set forth in chapter 5 of this volume.
Core specimens shall be extracted between 48 and 72 hours after
placement, in accordance with AASHTO T-24, Obtaining and Testing
Drilled Cores and Sawed Beams of Concrete.(19) All
cores used for the acceptance of entrained air content shall
have a minimum diameter of 152 mm. The number of core specimens
per sublot shall be defined by the agency in accordance with
the guidelines set forth in chapter 5 of this volume.
Linear traverse testing shall be performed on each extracted
hardened concrete core specimen in accordance with ASTM C-457, Standard Test Method for Microscopical Determination of Parameters
of the Air-Void System in Hardened Concrete.(20) Testing may occur at any time after the extraction of the core
specimen. The measured entrained air content (expressed as a
percentage) for each extracted core is used as the representative
entrained air content value for that sampling location.
- Entrained Air
Content Acceptance. The contractor shall furnish paving
equipment and employ methods that give the contractor the ability
to produce entrained air contents that meet, or better, the agency-defined
target entrained air content quality. The agency-desired target
entrained air content quality is defined as the mean and standard
deviation of the representative entrained air content values computed
for a given lot. Representative entrained air content values are
determined for each sample location within each sublot (average
of replicates within a sampling location). The agency-defined target
entrained air content shall be defined in table PRS-501-01 of these specifications.
An as-constructed lot with an entrained air content quality that
differs from the target entrained air content quality shall be accepted
with price adjustments (incentive or disincentive).
The agency shall define AQC limits (RQL and MQL) to be applied to
each specimen value within a sublot. Note: Replicate specimens may
exist at a sampling location if entrained air content is measured
with a pressure meter. The following procedure shall apply:
- If a specimen entrained air content value is less than the
defined RQL, the agency shall begin retesting procedures. Entrained
air content retesting procedures are specified in section PRS501.05, Methods of AQC Retesting.
- If a specimen entrained air content value is greater than
the defined MQL, the measured specimen entrained air content
value shall be reduced to be equal to the chosen MQL. The reduced
specimen entrained air content value shall be used for acceptance.
- All specimen entrained air content values greater than or
equal to the RQL, and less than or equal to the MQL, shall be
used directly for acceptance.
If entrained air content is measured using an air pressure meter,
replicate samples shall be averaged to give representative entrained
air content values at each sample location. If entrained air content
is measured using linear traverse, the representative values are
the entrained air content values measured from each core directly.
Regardless of the sample type chosen, the representative values
are used in the PaveSpec 2.0 computer software for the acceptance
of entrained air content.
- Initial Smoothness
- Sampling
and Testing of Initial Smoothness. The initial smoothness
of the pavement shall be quantified in terms of a profile index
(PI), which will be determined using a California-type profilograph.
The profilogram is to be recorded on a scale of 2.54 cm or full-scale,
vertically. Motive power may be manual or by propulsion unit attached
to the assembly. The profilograph shall be moved longitudinally
along the pavement at a speed no greater than 4.8 km/h to minimize
bounce. The results of the profilograph test will be evaluated as
outlined in the California Department of Transportation (Caltrans)
specification CA-526. All profile indices are to be determined using
a 0.0- or 5.1-mm blanking band.
A minimum of two pavement profiles (one in each wheelpath) shall
be determined for each lane within each defined sublot. The total
number of required pavement profiles per sublot shall be defined
by the agency in accordance with the guidelines set forth in chapter 5 of this volume. The
location of a wheelpath shall be 0.92 m from a longitudinal
joint or longitudinal pavement edge and parallel to the centerline
of the mainline paving. For widened slabs, the outer wheelpath shall
be 0.92 m from the pavement edge paint stripe, rather than the outer
pavement edge. Each profile shall terminate 4.5 m from each bridge
approach pavement or existing pavement that is joined by the new
pavement. The PI determined for each profile shall be converted
to a standard unit of mm/km.
During the initial paving operations, or after a long shutdown period,
the pavement surface shall be tested with the profilograph when
the concrete has cured sufficiently to allow testing. Membrane curing
damaged during the testing operation shall be repaired by the contractor
and at the contractor's expense. If the initial pavement smoothness,
paving methods, and paving equipment are acceptable, paving operations
may proceed.; After initial testing, profiles of each day's paving
will be run prior to continuing paving operations.
If an average PI of _____ mm/km (limit to be inserted by the agency)
is exceeded in any daily paving operation, the paving operation
will be suspended and not resume until corrective action is taken.
Within each sublot, all areas represented by high points having
deviations in excess of _____ mm (limit to be inserted by the agency10
mm is recommended) in 7.6 m or less shall be corrected at the contractor's
expense. Corrections shall be made using an approved profiling device
or by removing and replacing the pavement, as directed by the engineer.
Bush hammers or other impact devices shall not be used. Where corrections
are made, the surface texture shall be re-established to provide
a uniform texture equal to the surrounding uncorrected pavement
by the contractor and at the contractor's expense. Corrective work
shall be completed prior to determining pavement thickness.
- Initial Smoothness
Acceptance. The contractor shall furnish paving equipment
and employ methods that give the contractor the ability to produce
a riding surface that meets, or betters, the agency-defined target
initial smoothness quality. The agency-desired target initial smoothness
quality is defined as the mean and standard deviation of the representative
profile indices computed for a given lot. Representative PI values
are determined for each sample location within each sublot (average
of replicates within a sampling location). The agency-defined target
initial smoothness shall be defined in table
PRS-501-01 of these specifications. An as-constructed lot with
an initial smoothness quality that differs from the target smoothness
quality shall be accepted with price adjustments (incentive or disincentive).
The agency shall define AQC limits (RQL and MQL) to be applied to
each specimen PI value within a sublot. For PI, the RQL will be
greater than the MQL due to the nature of the measurement (the lower
the PI, the better the quality). The following procedures shall
apply:
- If a specimen PI value is greater than the defined RQL, the
agency shall begin retesting procedures. Initial smoothness
retesting procedures are specified in section PRS501.05, Methods
of AQC Retesting.
- If a specimen PI value is less than the defined MQL, the measured
specimen PI value shall be increased to be equal to the chosen
MQL. The increased specimen PI value shall be used for acceptance.
- All specimen PI values less than or equal to the RQL, and
greater than or equal to the MQL, shall be used directly for
acceptance.
The specimen PI values (including any adjustments) are then averaged
within each profile location to give PI values representative of
each profile sampling location. These PI values (averages of replicate
profile indices) are then used in the PaveSpec 2.0 computer software
for the acceptance of initial smoothness. The initial smoothness
value, typically referred to as a sample per sublot, is actually
the average value of all of the replicate specimen values at that
particular profile location.
Price adjustments (if any) are based on the as-placed pavement before
any retesting or corrective actions are completed.
- Percent Consolidation
Around Dowels
- Sampling
and Testing of Percent Consolidation Around Dowels. The
percent consolidation around dowels representing the as-constructed
pavement shall be determined within each sublot using an agency-approved
sampling and testing method. The approved sampling and testing method
shall be defined by the agency in accordance with the guidelines
set forth in chapter
5 of this volume.
The representative percent consolidation around one randomly selected
dowel bar in a sublot shall be determined based on a comparison
of the density of two selected cores extracted from the hardened
concrete slab. Core specimens shall be extracted from the hardened
pavement slab between 48 and 72 hours after placement, in accordance
with AASHTO T-24, Obtaining and Testing Drilled Cores and Sawed
Beams of Concrete.(19) All cores used for the acceptance
of percent consolidation around dowels shall have a minimum diameter
of 102 mm.
The first of the two required cores shall be taken through a predetermined
randomly selected dowel bar in a randomly selected transverse joint
(random selection of a dowel shall be determined in accordance with
the guidelines set forth in chapter 5 of this volume). The
outside edge of the core through the randomly selected dowel bar
shall not be within 0.6 m of a defined wheelpath or pavement edge,
10 cm of a predicted vibrator path, or 5 cm of a transverse joint.
The dowel bar piece shall be separated from the concrete core material
by an agency-approved method. The density of this concrete material
shall be measured in a saturated surface dried condition in accordance
with ASTM C-642, Standard Test Method for Specific Gravity, Absorption,
and Voids in Hardened Concrete and labeled as DEN THROUGH-DOWEL(n) .(20)
The second of the two required cores shall be taken at a location
along a line passing through the first core (through the dowel bar)
and parallel to the centerline of the pavement unit. The specific
longitudinal location of this second core shall be assumed to be
at midslab of the leave slab (the slab away from the joint in the
direction of traffic) adjacent to the randomly selected transverse
joint. The density of this concrete material shall be measured in
a saturated surface dried condition in accordance with ASTM C-642, Standard Test Method for Specific Gravity, Absorption, and Voids
in Hardened Concrete and labeled as DEN MID-SLAB(n) .(20)
The number of samples per sublot (e.g., pairs of cores) shall be
defined by the agency in accordance with the guidelines set forth
in chapter 5 of this volume. The
maximum of all of the midslab core densities measured within the
given lot (MAX-DEN MID-SLAB) shall be determined and
assumed to represent the density of a core with 100-percent consolidation.
The representative percent consolidation for each sampling location
(set of cores) is, therefore, determined by the following equation:
% Consolidation = (DEN THROUGH-DOWEL(n) / MAX-DEN MID-SLAB) * 100. (501-1)
- Acceptance
of Percent Consolidation Around Dowels. The contractor shall
furnish paving equipment and employ methods that give the contractor
the ability to produce a percent consolidation around dowels that
meets, or betters, the agency-defined target percent consolidation
quality. The agency-desired target percent consolidation quality
is defined as the mean and standard deviation of the percent consolidation
values computed for a given lot. The agency-defined target percent
consolidation around dowels shall be defined in table
PRS-501-01 of these specifications. An as-constructed lot with
a percent consolidation quality that differs from the target percent
consolidation quality shall be accepted with price adjustments (incentive
or disincentive).
The agency shall define AQC limits (RQL and MQL) to be applied to
each representative percent consolidation value within a sublot.
(Note: A representative percent consolidation value is defined as
the computed percent consolidation value representative of one sample
location.) The following procedures shall apply:
- If a representative percent consolidation sample value is
less than the defined RQL, the agency shall begin retesting
procedures. Percent consolidation retesting procedures are specified
in section PRS501.05, Methods of AQC Retesting.
- If a representative percent consolidation sample value is
greater than the defined MQL, the measured representative sample
value shall be reduced to be equal to the chosen MQL. The reduced
representative percent consolidation sample value shall be used
for acceptance.
- All representative percent consolidation sample values greater
than or equal to the RQL, and less than or equal to the MQL,
shall be used directly for acceptance.
The representative percent consolidation sample values (including
any adjustments) are then used in the PaveSpec 2.0 computer software
for the acceptance of percent consolidation around dowels.
PRS501.05
Methods of AQC Retesting.
Additional sampling and testing for any of
the AQC's for acceptance testing may be requested at any time by the contractor
or by the agency. The agency shall conduct all of the sampling and testing
for any retesting activities.
The following specific conditions shall be applied for determining whether
the agency or contractor is responsible for the cost of the retesting:
Insert agency-defined conditions used to define
retesting cost responsibility.
The pavement shall be retested only once in accordance with the retesting
methods described in this section. Retesting procedures shall be initiated
when any measured AQC specimen value fails to meet or exceed the respective
agency-defined RQL. The purpose of retesting is to determine if the AQC
quality provided by the contractor is truly less than the quality defined
by the RQL.
If retesting procedures determine conclusively that an identified area
of pavement is deficient in quality (having lesser quality than the respective
agency-defined RQL), the result shall be the removal and replacement of
the identified area. AQC sampling and testing values from the replaced
material shall then be used in place of the original sampling and testing
results for that sampling location. However, the measured AQC samples
are subjected to MQL's equal to the respective AQC target values (i.e.,
the contractor may not get credit for AQC quality better than the target
values when material has been removed and replaced).
If retesting procedures determine conclusively that an identified area
of pavement is not deficient in quality (having greater quality than the
respective agency-defined RQL), the additional AQC samples taken for retesting
shall be added to the original AQC sample value set (if no testing error
occurred). The average of all the AQC sampling and testing results (original
and retesting) representing a sampling location shall then be used as
the representative AQC value for that sampling location.
The retesting procedures for each AQC are described separately below.
- Concrete Strength.
If a concrete strength specimen sample is found to be less than the
agency-defined concrete strength RQL, the following procedure shall
apply:
Insert agency-defined concrete strength retesting
procedures here.
- Slab Thickness. If a
slab thickness specimen sample is found to be less than the agency-defined
slab thickness RQL, the following procedure shall apply:
Insert agency-defined slab thickness retesting
procedures here.
- Entrained Air Content.
If an entrained air content specimen sample is found to be less than
the agency-defined entrained air content RQL, the following procedure
shall apply:
Insert agency-defined entrained air content
retesting procedures here.
- Initial Smoothness.
If an initial PI specimen sample is found to be less than the agency-defined
initial PI RQL, the following procedure shall apply:
Insert agency-defined initial smoothness retesting
procedures here.
- Percent
Consolidation Around Dowels If a percent consolidation around
dowels specimen sample is found to be less than the agency-defined percent
consolidation RQL, the following procedure shall apply:
Insert agency-defined percent consolidation
around dowels retesting procedures here.
PRS501.06 Basis
of Acceptance
- Life-Cycle Costs. The
agency-chosen AQC's are combined into a single characteristic representing
the pavement quality, the post-construction LCC of the pavement expected
to be incurred over the designated analysis period. The post-construction
LCC quality characteristic relates directly to the future performance
of the pavement. The post-construction LCC shall be used as the single
overall characteristic representing a pavement lot's quality for acceptance.
- As-Designed Target
Pavement. The target as-designed pavement is defined as the
desired construction quality for which the agency will pay 100 percent
of the contractor bid price. It includes target means and standard deviations
for each of the AQC's considered in the agency-chosen acceptance plan.
The target AQC standard deviations are representative of acceptable
AQC variability. These standard deviations are point-to-point variations
(including materials and testing variations) for concrete strength,
slab thickness, and entrained air content in the slab; variations between
longitudinal profiles for initial smoothness; and dowel-to-dowel variations
for percent consolidation of concrete.
The as-designed target lot mean LCC (LCC DES ) is determined
by simulating an agency-defined number of lots with the AQC means and
standard deviations set at the agency-defined target values. (The number
of lots used for the simulation shall be defined by the agency in accordance
with the guidelines set forth in chapter 5 of this volume.) This
simulation of LCC DES shall be accomplished using the PaveSpec
2.0 computer software. The project-specific constant values required
for the simulation of LCC's shall be defined by the agency and included
as Series
C attachments to these specifications. Appropriate values for
the constant values shall be selected by the agency in accordance with
the guidelines set forth in chapter 5 of this volume. The agency-defined
AQC target values (means and standard deviations), and the respective
acceptance sampling and testing procedures, are defined in table
PRS-501-01.
- As-Constructed Pavement
Lot. The acceptance of the as-constructed pavement lot is based
on the representative AQC testing values measured in accordance with
the agency-defined sampling and testing plan summarized in table
PRS-501-01. The AQC representative sample values are summarized
differently according to the chosen pay adjustment method.
PRS501.07 Basis
of Payment
The agency shall determine contractor pay adjustments using Level 1
or Level 2 pay adjustment methods. The specific procedures for each are
described below.
- Level
1 Pay Adjustment. [Recommended for initial implementation of
PRS.]
- Simulation of the Target As-Designed Lot LCC. Prior to
the placement of any mainline PCC, the agency must determine the
one LCC value representing the target as-designed LCC (LCC DES ). This LCC DES is determined from simulation procedures
(using the PaveSpec 2.0 computer software) and is based on the agency-defined
AQC target values (summarized in table
PRS-501-01). The LCC DES shall be used as the one
overall characteristic representing the quality of the as-designed
target pavement.
- Development of Individual AQC Pay Factor Charts and Equations.
Prior to the placement of any mainline PCC, individual pay factor
charts (and respective equations) shall be developed for each of
the AQC's selected by the agency for inclusion in the specification
(see section PRS501.04, Method
of Measurement, Definition of Pavement Performance). These
individual AQC pay factor charts and equations are based on the
LCC DES simulated in step 1 and shall be developed using
the PaveSpec 2.0 computer software. The required pay factor charts
and equations shall be included as Series
D attachments to these specifications.
- Development of a Lot Composite Pay Factor Equation. Prior
to the placement of any mainline PCC, an appropriate lot composite
pay factor (CPF) equation shall be determined by the agency in accordance
with the guidelines set forth in chapter 6 of this volume. Only
those AQC's chosen by the agency for acceptance shall be considered
in the CPF equation.
- Summary of Representative Lot AQC Sample Values. When using
the Level 1 pay adjustment procedure, all of the representative
sample values shall be statistically summarized into representative
AQC lot means and standard deviations. (Note: If more than one sample
is taken from a single sampling location, the mean of the replicate
samples is used as the representative sample value for that location.)
These computed AQC lot means and standard deviations are used to
define the quality of the as-constructed lot and shall be used as
the basis of computed pay adjustments. Specific definitions of sample
means and sample standard deviations are contained in the list of
definitions included in section PRS101 of this specification.
- Determination of Individual AQC Lot Pay Factors. Individual
lot pay factors shall be determined (for each AQC chosen for acceptance)
based on the computed AQC lot means and standard deviations. Individual
lot AQC pay factors are determined using the computed lot AQC means
and standard deviations in the individual AQC pay factor curves
and equations (included as Series
D attachments to these specifications). Individual AQC pay
factor calculations shall be completed in accordance with the procedure
set forth in chapter 8 of this volume.
If the agency chooses to apply pay factor limits to any or all of
the individual AQC lot pay factors, they must be selected and applied
in accordance with the guidelines set forth in chapter
6 of this volume.
- Calculation of the Overall Lot CPF. The CPF for the as-constructed
lot shall be computed using the agency-defined CPF equation. The
resulting composite lot pay factor (PF COMPOSITE ) shall
be used to determine the actual contractor pay adjustment. If the
agency chooses to apply limits (minimum or maximum) to the overall
lot CPF, the following shall apply [the agency shall insert appropriate
values into the provided blanks]:
- If PF COMPOSITE is determined to be less than ______
percent, the agency shall make a determination if the work can
remain in place. If allowed to remain in place, the agency shall
accept the non-specification work using an adjusted CPF of PF COMPOSITE = ______ percent.
- If PF COMPOSITE is determined to be greater than
______ percent, the agency shall accept the lot using an adjusted
CPF of PF COMPOSITE = ______ percent.
Agency-chosen limits to the overall composite lot pay factor shall be applied
in accordance with the guidelines set forth in chapter
6 of this volume.
- Adjustment of Contractor Bid Price. The total payment to
the contractor for the as-constructed lot shall be determined using
the following equation:
PAY LOT = BID * (PF COMPOSITE / 100) * LOT LENGTH (501-02)
where
PAY LOT
= Adjusted payment paid to the contractor for the as-constructed lot,
$.
BID = Contractor bid price, $/km.
PF COMPOSITE = The determined Level 1 lot CPF, percent
(e.g., 101 percent is expressed as 101.0).
LOT LENGTH = Measured actual as-constructed lot
length, km.
- Level 2 Pay Adjustment
- Simulation of the Target As-Designed Lot LCC. Prior to
the placement of any mainline PCC, the agency must determine the
one LCC value representing the target as-designed LCC (LCC DES ). This LCC DES is determined from simulation procedures
(using the PaveSpec 2.0 computer software) and is based on the agency-defined
AQC target values (summarized in table
PRS-501-01). The LCC DES shall be used as the one
overall characteristic representing the quality of the as-designed
target pavement.
- Summary of Representative Sublot AQC Sample Values. When
using the Level 2 pay adjustment procedure, all of the representative
sample values (representing each sampling locationincluding
adjusted sample values) within each sublot shall be statistically
summarized into specific sublot means for each AQC. (Note: These
values are computed in the PaveSpec 2.0 computer software.) These
computed AQC sublot means are used to define the quality of each
respective as-constructed sublot and shall be used as the basis
for computed pay adjustments for the as-constructed lot.
- Simulation of the As-Constructed Lot LCC. The computed
AQC sublot means are used to simulate the one LCC used to represent
the actual as-constructed lot (LCC CON ). The respective
LCC CON shall be computed using the PaveSpec 2.0 computer
software. The LCC CON shall be used as the one overall
characteristic representing the quality of the actual as-constructed
pavement.
- Calculation of the Overall Lot Pay Factor.The overall lot
pay factor for the as-constructed lot shall be computed using the
following equation:
PF LOT = 100 * (BID + [LCC DES LCC CON ]) / BID (501-03)
where
PF LOT = Overall pay factor for the
as-constructed lot, percent.
BID = Contractor bid price, $/km.
LCC DES = Simulated representative
as-designed target lot LCC (based on target AQC lot means and
standard deviations), $/km.
LCC CON = Simulated representative
as-constructed lot LCC (based on measured AQC sublot means),
$/km.
The resulting overall lot pay factor (PF LOT ) shall
be used to determine the actual contractor pay adjustment.
If the agency chooses to apply limits (minimum or maximum) to
the overall lot pay factor, the following shall apply (Note:
The agency shall insert appropriate values into the provided blanks.):
- If PF LOT is determined to be less than ______
percent, the agency will make a determination if the work can
remain in place. If allowed to remain in place, the agency
shall accept the non-specification work using an adjusted lot
pay factor of PF LOT = ______ percent.
- If PF LOT is determined to be greater than ______
percent, the agency shall accept the lot using an adjusted lot
pay factor of PF LOT = ______ percent.
Agency-chosen limits to the overall lot pay factor shall be applied
in accordance with the guidelines outlined in chapter
6 of this volume.
- Adjustment of Contractor Bid Price. The total payment
to the contractor for the as-constructed lot may be determined by
one of the following equations:
PAY LOT = (LCC DES LCC CON ) * LOT LENGTH (501-04)
or
PAY LOT = BID * (PF LOT / 100)
* LOT LENGTH (501-05)
where
PAY LOT = Adjusted payment paid to the
contractor for the as-constructed lot, $.
LCC DES = Simulated representative as-designed
target lot LCC (based on target AQC lot means and standard deviations),
PW$/km.
LCC DES = Simulated representative as-constructed
lot LCC (based on measured AQC sublot means), PW$/km.
BID = Contractor bid price, $/km.
PF LOT = The determined Level 2 overall
pay factor for the as-constructed lot, percent (e.g., 101 percent
is expressed as 101.0).
LOT LENGTH = Measured actual as-constructed
lot length, km.
Attachment Series ALaboratory Maturity Calibration Curves and Respective Equations
Attachment Series A may contain any or all of the following laboratory-developed
concrete strength versus maturity curves (as so required by section PRS501.04G.1.c.i, Laboratory Maturity Calibration of these PRS specifications):
- Flexural strength (third-point loading) versus maturity.
- Compressive strength versus maturity.
- Split-tensile strength (third-point loading) versus maturity.
Each required curve is developed using the Arrhenius maturity method.
The resulting strength versus maturity regression equations, determined
in accordance with the guidelines set forth in chapter 5 of this volume, are presented
in table PRSA1.
(if applicable,
insert flexural strength (third-point loading) versus maturity chart
here) |
Figure
PRSA1. Laboratory-developed flexural strength (third-point
loading) versus maturity chart.
(if applicable,
insert compressive strength versus maturity chart here) |
Figure
PRSA2. Laboratory-developed compressive strength versus maturity
chart.
(if applicable,
insert split-tensile strength versus maturity chart here) |
Figure
PRSA3. Laboratory-developed split-tensile strength versus
maturity chart.
Table
PRSA1. Strength versus maturity regression equations
(if applicable).
Maturity Curve
|
Regression Equation1
|
Flexural Strength (third-point
loading)2 |
MR = f(AMAT) |
Compressive Strength3 |
fc = f(AMAT) |
Split-Tensile Strength4 |
ST = f(AMAT) |
- 1Regression equations are functions of Arrhenius maturity
(AMAT), expressed as an Equivalent Age (hours).
- 2 Flexural (third-point loading) strengths are expressed
as MR.
- 3 Compressive strengths are expressed as fc.
- 4 Split-tensile strengths are expressed as ST.
Attachment Series BLaboratory-Developed Inter-Strength Curves and Respective Equations
Attachment Series B may contain one
or both of the following laboratory-developed inter-strength relationship
curves (as so required by section PRS501.04G.1.c.ii, Laboratory-Developed Inter-Strength Relationships of these
specifications):
- Compressive strength versus flexural strength (third-point loading).
- Split-tensile strength versus flexural strength (third-point loading).
Inter-strength relationships are determined by conducting different
strength testing on specimens at the same equivalent maturities. The resulting
equations giving the relationships between 28-day (equivalent laboratory
maturity) compressive or split-tensile strength and 28-day flexural strength
(third-point loading), determined in accordance with the guidelines set
forth in chapter 5 of this volume, are presented
in table
PRSB1.
(if applicable,
insert compressive versus flexural strength [third-point loading]
inter-strength chart here) |
Figure
PRSB1. Laboratory-developed compressive strength versus flexural
strength (third-point loading) chart. Each point on the chart represents
a comparison of strengths at equivalent maturities.
(if applicable,
insert split-tensile versus flexural strength [third-point loading]
inter-strength chart here) |
Figure
PRSB2. Laboratory-developed split-tensile strength versus
flexural strength (third-point loading) chart. Each point on the chart
represents a comparison of strengths at equivalent maturities.
Table
PRSB1. Inter-strength relationships at an equivalent laboratory
maturity of 28 days (if applicable).
28-day Inter-Strength Relationship
|
Equation
|
Compressive1 to Flexural Strength3 |
28-day MR = f(28-day fc) |
Split-Tensile2 to Flexural Strength3 |
28-day MR = f(28-day ST) |
- 1Compressive strengths at an equivalent laboratory maturity
of 28 days are expressed as 28-day fc.
- 2Split-tensile strengths at an equivalent laboratory maturity
of 28 days are expressed as 28-day ST.
- 3 Flexural (third-point loading) strengths at an equivalent
laboratory maturity of 28 days are expressed as 28-day MR.
Attachment Series C-Project-Specific Constant Values
Attachment Series C consists of a table containing all of the
project-specific constant values required to define the as-designed and
as-constructed pavements (as stated in section PRS501.06B, As-Designed
Target Pavement of these specifications).
Table
PRSC1. Table of project-specific constant values.
(insert table of project-specific constant values
here) |
Attachment Series DLevel 1 Individual AQC Pay Factor Charts and Equations
Attachment Series D shall contain individual pay factor charts
(and respective pay factor equations) for all of the AQCs chosen
for inclusion in these specifications under section PRS501.04D, Included Acceptance Quality Characteristics. Each AQC pay factor
chart is developed in accordance with the guidelines set forth in chapter
7 of this volume. The resulting pay factor regression equations (developed
for specific agency-selected AQC standard deviations in accordance with chapter 7 of this volume) are presented
in table
PRSD1.
(if applicable, insert Level 1 concrete strength
pay factor chart here) |
Figure
PRSD1. Level 1 concrete strength pay factor chart.
(if applicable,
insert Level 1 slab thickness pay factor chart here) |
Figure
PRSD2. Level 1 slab thickness pay factor chart.
(if applicable,
insert Level 1 entrained air content pay factor chart here) |
Figure
PRSD3. Level 1 entrained air content pay factor chart.
(if applicable,
insert Level 1 initial smoothness pay factor chart here) |
Figure
PRSD4. Level 1 initial smoothness pay factor chart.
(if applicable,
insert Level 1 percent consolidation around dowels pay factor chart
here) |
Figure
PRSD5. Level 1 percent consolidation around dowels
pay factor chart.
Table
PRSD1. Level 1 AQC pay factor regression equations (if applicable).
Acceptance Quality Characteristic
|
As-Constructed Standard Deviation (s)1
|
Pay-Factor Regression Equation2
|
Concrete Strength |
STRs1 |
PFSTR(1) = f(strength mean) |
· |
· |
· |
· |
· |
· |
STRsi |
PFSTR(i) = f(strength mean) |
Slab Thickness |
THKs1 |
PFTHK(1) = f(slab thickness mean) |
· |
· |
· |
· |
· |
· |
THKsj |
PFTHK(j) = f(slab thickness mean) |
Entrained Air Content |
AIRs1 |
PFAIR(1) = f(entrained air content mean) |
· |
· |
· |
· |
· |
· |
AIRsk |
PFAIR(k) = f(entrained air content mean) |
Initial Smoothness |
SMs1 |
PFSM(1) = f(initial smoothness mean) |
· |
· |
· |
· |
· |
· |
SMsl |
PFSM(l) = f(initial smoothness mean) |
Percent Consolidation
Around Dowels |
CONs1 |
PFCON(1) = f(percent consolidation mean) |
· |
· |
· |
· |
· |
· |
CONsm |
PFCON(m) = f(percent consolidation mean) |
1Specific standard deviations are
chosen by the agency. Regression equations are typically developed for three
to five different agency-chosen standard deviations for each AQC.
2Regression equations are functions
of the respective AQC measured mean.
-
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