Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10)

Concrete Patching Material, Grout, and Mortar

9-20

Concrete Patching Material, Grout, and Mortar

9-20.1

Patching Material for Cement Concrete Pavement

Concrete patching material will be prepackaged mortar extended with aggregate. The
amount of aggregate for extension shall conform to the manufacturer’s recommendation.

Patching mortar and patching mortar extended with aggregate shall contain cementitious
material and conform to Sections 9-20.1(1) and 9-20.1(2). The Manufacturer shall use
the services of a laboratory that has an equipment calibration verification system and a
technician training and evaluation process in accordance with AASHTO R 18 to perform
all tests specified in Section 9-20.1.

9-20.1(1) Patching Mortar

Patching mortar shall conform to the following requirements:

Compressive Strength

ASTM Test Method

Specification

at 3 hours

C 39

Minimum 3,000 psi

at 24 hours

C 39

Minimum 5,000 psi

Length Change

at 28 days

C 157

0.15 percent maximum

Total Chloride Ion Content

C 1218

1 lb/yd

maximum

Bond Strength

at 24 hours

C 882 (As modified by C 928,

Section 9.5)

Minimum 1,000 psi

Scaling Resistance (at 25

cycles of freezing and thawing)

C 672 (As modified by C 928,

Section 9.4)

1 lb/ft

maximum

9-20.1(2) Patching Mortar Extended With Aggregate

Patching mortar extended with aggregate shall meet the following requirements:

Compressive Strength

ASTM Test Method

Specification

at 3 hours

C 39

Minimum 3,000 psi

at 24 hours

C 39

Minimum 5,000 psi

Length Change

at 28 days

C 157

0.15 percent maximum

Bond Strength

at 24 hours

C 882 (As modified by ASTM

C928, Section 9.5)

Minimum 1,000 psi

Scaling Resistance (at 25

cycles of freezing and thawing)

C 672

2 Maximum Visual Rating

Freeze thaw

C 666

Maximum expansion 0.10%

Minimum durability 90.0%

Page 9-156

Concrete Patching Material, Grout, and Mortar

9-20.1(3) Aggregate

Aggregate used to extend the patching mortar shall meet the requirements of

Section

9-03.1(4)

and be AASHTO Grading No. 8. A Manufacturer’s Certificate of Compliance

shall be required showing the aggregate source and the gradation. Mitigation for Alkali
Silica Reaction (ASR) will not be required for the extender aggregate used for concrete
patching material.

9-20.1(4) Water

Water shall meet the requirements of

Section 9-25.1

. The quantity of water shall be

within the limits recommended by the manufacturer.

9-20.2

Patching Material for Concrete Structure Repair

Concrete patching material shall be a prepackaged mixture of portland or blended
hydraulic cement, aggregate, and admixtures. Fly ash, ground granulated blast furnace
slag and microsilica fume may be used. The concrete patching material may be shrinkage
compensated. The concrete patching material shall also meet the following requirements:

•

Compressive strength of 6000 psi or higher at 28 days in accordance with AASHTO T
22 (ASTM C 39), unless noted otherwise

•

Bond strength of 250 psi or higher at 28 days or less in accordance with ASTM C
1583 or ICRI 210.3R

•

Shrinkage shall be 0.05 percent (500 microstrain) or lower at 28 days in accordance
with AASHTO T 160 (ASTM C 157) as modified by ICRI 320.3R

•

Permeability shall be 2,000 coulombs or lower at 28 days in accordance with AASHTO
T 277 (ASTM C 1202)

•

Freeze-thaw resistance shall have a durability factor of 90 percent or higher after a
minimum of 300 cycles in accordance with AASHTO T 161 Procedure A (ASTM C 666)

•

Soluble chloride ion limits in Section 6-02.3(2) shall be satisfied

9-20.3 Grout

Grout is a mixture of Portland or blended hydraulic cement and water with or without
aggregates and with or without admixtures. Grout may also contain fly ash and/
or concrete admixtures. Grout may be a Contractor’s submitted mix design or a
Manufacturer’s prepackaged grout product.

All prepackaged grouts shall be used in accordance with the manufacturer’s
recommendations, including but not limited to, shelf life, mixing, surface preparation,
and curing.

Concrete Patching Material, Grout, and Mortar

9-20

Where required, all 2-inch cube specimens fabricated in the field shall be made in
accordance with WSDOT

T 813

. All 2-inch cube specimens fabricated in a laboratory shall

be made in accordance with FOP for AASHTO T 106. All 2-inch cube specimens shall be
tested in accordance with FOP for AASHTO T 106.

When coarse aggregate is used, specimens shall be fabricated in accordance with FOP for
AASHTO T 23 and tested in accordance with AASHTO T 22.

9-20.3(1) Grout Type 1 for Post-Tensioning Applications

Grout Type 1 shall be a Class C prepackaged, pumpable, nonbleed, nonshrink, and high-
strength material conforming to the requirements of AASHTO LRFD Bridge Construction
Specifications Section 10.9.3. The water/cement ratio shall not exceed 0.45.

9-20.3(2) Grout Type 2 for Nonshrink Applications

Grout Type 2 shall be a nonshrink, prepackaged material meeting the requirements of
ASTM C1107. The minimum compressive strength shall be 4,000 psi at 7 days.

9-20.3(3) Grout Type 3 for Unconfined Applications

Grout Type 3 shall be a prepackaged material that does not include expansive admixtures
meeting the following requirements:

•

Compressive strength shall be 4000 psi or higher at 28 days in accordance with
AASHTO T 22 (ASTM C 39) for grout extended with coarse aggregate or AASHTO
T 106 (ASTM C109) otherwise.

•

Bond strength shall meet one of the following:

ҽ 250 psi or higher at 28 days or less in accordance with ASTM C1583.

ҽ 2000 psi or higher at 28 days or less in accordance with ASTM C882. The

following modification to ASTM C882 is acceptable: use Type 3 Grout in lieu of

epoxy resin base bonding system and freshly mixed portland-cement mortar in the

procedure for testing Type II and V systems.

•

Drying shrinkage shall be 0.08 percent (800 microstrain) or lower at 28 days in
accordance with AASHTO T 160 (ASTM C157). The following modification to
AASHTO T 160 is acceptable: use a standard specimen size of 3 x 3 x 11-1/4 inches.

9-20.3(4) Grout Type 4 for Multipurpose Applications

Grout Type 4 shall be a multipurpose grout material for structural and nonstructural
applications. The grout shall be produced using portland cement Type I/II. The water to
cementitious material ratio shall not exceed 0.45 and water-reducing admixtures may be
used. Multipurpose grout may be extended up to three parts fine aggregate to one part
cement. The minimum compressive strength shall be 4,000 psi at 7 days. Substitution of
fly ash for cement is allowed up to 20 percent.

Page 9-158

Concrete Patching Material, Grout, and Mortar

9-20.4 Mortar

Mortar shall be material made from Portland or blended hydraulic cement, water, and fine
aggregate.

9-20.4(1) Fine Aggregate for Mortar

Fine Aggregate for mortar shall conform to the requirements of

Section 9-03.2

9-20.4(2) Mortar Type 1 for Concrete Surface Finish

Mortar Type 1 for concrete surface finishing shall be either prepackaged or a Contractor-
recommended blend of portland cement Type I/II and fine aggregate conforming to

Section 9-20.4(1)

. If the Class 1 concrete surface finishing mortar is a Contractor-

recommended blend, it shall conform to the sand-to-cement ratios specified in

Section 6-02.3(14)A

9-20.4(3) Mortar Type 2 for Masonry Applications

Mortar Type 2 for masonry shall be either prepackaged or a Contractor-recommended
blend of portland cement Type I/II and fine aggregate conforming to

Section 9-20.4(1)

9-20.4(4) Mortar Type 3 for Concrete Repair

Mortar Type 3 shall be a prepackaged material that does not include expansive
admixtures. Aggregate extension and mixing procedures shall be in accordance with the
manufacturer’s recommendation. The minimum compressive strength shall be 4,000 psi at
7 days.

9-20.5

Bridge Deck Repair Material

Bridge deck repair material shall be either an ultra-low viscosity, two-part liquid,
polyurethane-hybrid polymer concrete, or a pre-packaged cement based repair mortar,
conforming to the following requirements:
1. Minimum compressive strength of 2,500 psi, in accordance with ASTM C 109.
2. Total soluble chloride ion content by mass of product shall conform to the limits

specified in

Section 6-02.3(2)

for reinforced concrete.

3. Permeability of less than 2,000 coulombs at 28-days or more in accordance with

AASHTO T 277.

If pre-packaged deck repair material does not include coarse aggregate, the Contractor
shall extend the mix with coarse aggregate as recommended by the manufacturer.

Raised Pavement Markers (RPM)

9-21

Raised Pavement Markers (RPM)

9-21.1

Raised Pavement Markers Type 1

9-21.1(1) Physical and Chemical Properties

The markers shall be of uniform composition and free from surface irregularities, cracks,
checks, chipping, peeling, spalling, crazing, and other physical damage interfering with
appearance, application, or durability.

The markers shall be precast in the form of a single based spheroidal segment terminating
in a rounded or squared shoulder. Markers shall be white or yellow.

The markers shall meet the following requirements:

Property

Unit

Thermoplastic

Markers

Plastic Markers

Mass

grams

N/A

125 min.

Height

inches

0.65-0.78

Diameter/Width

inches

3.85-4.05

Shoulder height

inches

0.08-0.22

Planeness of base:
Concavity

inches

0.05 max.

Convexity

inches

0.05 max.

Reflectance (white only)

%MgO

80 min.

Impact resistance

inch-pound

15 min.

Titanium Dioxide (white only)

% by weight

N/A

21 min.

The markers passing laboratory tests will be field tested for approval. The field tests will
include installation with control markers to determine relative adhesion and durability
characteristics.

9-21.2

Raised Pavement Markers Type 2

9-21.2(1) Standard Raised Pavement Markers Type 2

The marker housing shall contain reflective faces as shown in the Plans to reflect incident
light from either a single or opposite directions and meet the requirements of ASTM D
4280 including Flexural strength requirements.

9-21.2(2) Abrasion Resistant Raised Pavement Markers Type 2

Abrasion Resistant Raised Markers Type 2 shall comply with

Section 9-21.2(1)

and

meet the requirements of ASTM D 4280 with the following additional requirement: The
coefficient of luminous intensity of the markers shall be measured after subjecting the
entire lens surface to the test described in ASTM D 4280 Section 9.5 using a sand drop
apparatus. After the exposure described above, retroreflected values shall not be less than
0.5 times a nominal unblemished sample.

Page 9-160

Raised Pavement Markers (RPM)

9-21.3

Raised Pavement Markers Type 3

Raised pavement markers Type 3 shall be extruded from high impact thermoplastic
material which has been ultra-violet radiation stabilized and shall meet the following
requirements:

Impact resistance

15 inch-lbs, min.

Reflectance (White Only)

80 percent min.

Concavity & Convexity
Transverse

¹/

inch, max.

Longitudinal

⅛ inch, max

Base Width

4″

Length

6″, 8″, 10″ or 12″

Height

0.60-0.75″

Shoulder height

0.08-0.20

The ends shall be beveled from the top of the shoulder edge at a slope of 1:1 nominal.

Page 9-162

Concrete Curing Materials and Admixtures

9-23

Concrete Curing Materials and Admixtures

9-23.1

Sheet Materials for Curing Concrete

Sheet materials for curing concrete shall meet the requirements of ASTM C171, Sheet
Materials for Curing Concrete, except that only white reflective type shall be used.

9-23.2

Liquid Membrane-Forming Concrete Curing Compounds

Liquid membrane-forming compounds for curing concrete shall conform to the
requirements of ASTM C309 Type 1 or 2, Class A or B, except that the water retention
when tested in accordance with WSDOT

T 814

shall be 2.50 grams for all applications.

Each lot of liquid membrane-forming curing compound shall be sampled at the project
site and tested for acceptance. Liquid membrane-forming curing compound shall not be
used in the absence of satisfactory test results.

9-23.3 Vacant
9-23.4 Vacant
9-23.5

Burlap Cloth

Burlap cloth shall meet the requirements of AASHTO M182, Class 4.

9-23.6

Chemical Admixtures for Concrete

Acceptance of chemical admixtures will be based on Manufacturer’s Certificate of
Compliance. If required by the Engineer, admixtures shall be sampled and tested before
they are used. A 1-pint (500-milliliter) sample of the admixture shall be submitted to the
WSDOT Headquarters Materials Laboratory for testing 10 days prior to use. Chemical
Admixtures shall contain less than 1 percent chloride ion (Cl-) by weight of admixture.

9-23.6(1) Air-Entraining Admixtures

Air-Entraining admixtures shall meet the requirements of AASHTO M154 or ASTM C260.

9-23.6(2) Type A Water-Reducing Admixtures

Type A Water-Reducing admixtures shall conform to the requirements of AASHTO M194
Type A or ASTM C494 Type A.

9-23.6(3) Type B Retarding Admixtures

Type B Retarding admixtures shall conform to the requirements of AASHTO M194 Type B
or ASTM C494 Type B.

Concrete Curing Materials and Admixtures

9-23

9-23.6(4) Type C Accelerating Admixtures

Type C Accelerating admixtures shall conform to the requirements of AASHTO M194
Type C or ASTM C494 Type C, and only nonchloride accelerating admixtures shall
be used.

9-23.6(5) Type D Water-Reducing and Retarding Admixtures

Type D Water-Reducing and Retarding admixtures shall conform to the requirements of
AASHTO M194 Type D or ASTM C494 Type D.

9-23.6(6) Type E Water-Reducing and Accelerating Admixtures

Type E Water-Reducing and Accelerating admixtures shall conform to the requirements
of AASHTO M194 Type E or ASTM C494 Type E, and only nonchloride accelerating
admixtures shall be used.

9-23.6(7) Type F Water-Reducing, High Range Admixtures

Type F Water-Reducing, High Range admixtures shall conform to the requirements of
AASHTO M194 Type F or ASTM C494 Type F.

9-23.6(8) Type G Water-Reducing, High Range, and Retarding Admixtures

Type G Water-Reducing, High Range, and Retarding admixtures shall conform to the
requirements of AASHTO M194 Type G or ASTM C494 Type G.

9-23.6(9) Type S Specific Performance Admixtures

Type S Specific Performance admixtures are limited to ASR-mitigating, viscosity
modifying, shrinkage reducing, rheology-controlling, and workability-retaining admixtures.
They shall conform to the requirements of ASTM C494 Type S. When a Type S admixture
is used, a report on the performance characteristics of the Type S admixture shall be
submitted along with the WSDOT concrete mix design (WSDOT Form 350-040). The
report shall describe the performance characteristics and provide data substantiating the
specific characteristics of the Type S admixture in accordance with ASTM C494.

9-23.7 Vacant

Page 9-164

Concrete Curing Materials and Admixtures

9-23.8 Waterproofing

Concrete made with waterproofing admixtures shall have a percent absorption after
immersion and boiling of less than 5.0 percent at 7 days and a volume of permeable voids
less than 11 percent at 7 days per ASTM C642. The Contractor shall submit evidence in
the form of test results showing compliance with these specifications, when they submit
their concrete mix design.

If the concrete requires air entrainment, the Contractor shall also submit evidence to the
Engineer that the admixture will not adversely effect the air void system of the hardened
concrete. Test results complying with ASTM C457 shall be provided as evidence to satisfy
this requirement.

9-23.9

Fly Ash

Fly ash shall conform to the requirements of AASHTO M295 Class C or F including
supplementary optional chemical requirements as set forth in Table 2.

Fly ash that exceeds the available alkali limits set in AASHTO M295 Table 2 may be used
if they meet the tests requirements of

Section 9-03.1(1)

. The supplementary optional

chemical limits in AASHTO M295 Table 2 do not apply to fly ash used in Controlled
Density Fill.

9-23.9(1) Tests and Acceptance

Fly ash may be accepted by the Engineer based on the Manufacturer’s Mill Test Report
Number indicating full conformance to the Specifications. All shipments of the fly ash to
the Contractor or concrete supplier shall identify the applicable Mill Test Report Number.
The concrete supplier or Contractor shall provide mill test identification on all concrete
deliveries.

Fly ash producers, importers/distributors, and suppliers that certify fly ash shall
participate in the fly ash acceptance program as described in WSDOT

QC 4

Each mixing facility or plant utilizing fly ash shall be equipped with a suitable means or
device for obtaining a representative sample of the fly ash. The device shall enable the
sample to be readily taken in proximity to the fly ash weigh hopper and from a container
or conveyor holding only fly ash.

Fly ash may be tested using samples taken at the job site by the Engineer for submission
to the State Materials Laboratory for testing.

Concrete Curing Materials and Admixtures

9-23

9-23.10

Ground Granulated Blast Furnace Slag

Ground granulated blast furnace slag shall meet the requirements of AASHTO M
302, Grade 100 or Grade 120. The grade of the ground granulated blast furnace slag,
the source, and type of manufacturing facility shall be certified on the cement mill
test certificate.

9-23.10(1) Tests and Acceptance

Ground granulated blast furnace slag may be accepted by the Engineer based on the
Manufacturer’s Mill Test Report Number indicating full conformance to the Specifications.
All shipments of the ground granulated blast furnace slag to the Contractor or concrete
supplier shall identify the applicable Mill Test Report Number. The concrete supplier or
Contractor shall provide mill test identification on all concrete deliveries.

Ground granulated blast furnace slag producers, importers/distributors, and suppliers
that certify ground granulated blast furnace slag shall participate in the ground granulated
blast furnace slag acceptance program as described in WSDOT

QC 5

Each mixing facility or plant utilizing ground granulated blast furnace slag shall be
equipped with a suitable means or device for obtaining a representative sample of the
ground granulated blast furnace slag. The device shall enable the sample to be readily
taken in proximity to the ground granulated blast furnace slag weigh hopper and from a
container or conveyor holding only ground granulated blast furnace slag.

Ground granulated blast furnace slag may be tested using samples taken at the job site by
the Engineer for submission to the State Materials Laboratory for testing.

9-23.11

Microsilica Fume

Microsilica Fume shall conform to the requirements of AASHTO M307. The optional
physical requirement for Reactivity with Cement Alkalies set forth in Table 3 will be
required when Microsilica Fume is being used as an ASR mitigation measure.

9-23.12

Natural Pozzolan

Natural Pozzolans shall be ground Pumice and shall conform to the requirements of
AASHTO M295 Class N, including supplementary optional chemical requirements as set
forth in Table 2.

9-23.13

Blended Supplementary Cementitious Material

Blended Supplementary Cementitious Material (SCM) shall meet the requirements of
ASTM C1697. Blended SCMs shall be limited to binary or ternary blends of fly ash,
ground granulated blast furnace slag, and microsilica fume. Fly ash shall meet the
requirements of

Section 9-23.9

. Ground granulated blast furnace slag shall meet the

requirements of

Section 9-23.10

. Microsilica fume shall meet the requirements of

Section

9-23.11

. The individual SCMs composing the blended SCM shall be individually listed on

the WSDOT Qualified Products List.

Page 9-166

Plastic Waterstop

9-24

Plastic Waterstop

9-24.1 Material

The waterstops shall be fabricated from a plastic compound, the basic resin of which
shall be polyvinyl chloride. The compound shall contain any additional resins, plasticizers,
inhibitors, or other material such that when the material is compounded, it shall meet the
performance requirements given in these Specifications.

Single-pass reworked material of the same composition generated from the fabricator’s
waterstop production may be used. No reclaimed polyvinyl chloride shall be used.

All waterstops shall be molded or extruded in such a manner that any cross section will
be dense, homogeneous, and free from porosity and other imperfections.

The waterstops shall be symmetrical in shape, nominal 4 inches in width, by
3/16 inch thick, and a minimum of four ribs on each side of the bulb. The bulb
thickness and diameter shall be as noted in the Plans.

9-24.1(1) Tests of Material

The waterstops shall meet all of the physical and other test requirements of this
material as defined in the Corps of Engineers Specifications for Polyvinyl Chloride Water
Stop CRD-C572, except that the tear resistance of the material shall be not less than
160 pounds per inch. The Contractor shall furnish such sample material as required
by the Engineer for the purpose of making tests.

9-25 Water

9-25.1

Water for Concrete

Water for concrete, grout, and mortar shall be clear, apparently clean, and suitable for
human consumption (potable). If the water contains substances that cause discoloration,
unusual smell or taste, or other suspicious content, the Engineer may require the
Contractor to provide test results documenting that the water meets the physical test
requirements and chemical limits described in ASTM C1602 for nonpotable water.

Water from mixer washout operations may be used in concrete provided it meets or
exceeds the above criteria as well as the following additional requirements:
1. Concrete with water from mixer washout operations shall not be used in bridge

roadway deck slabs, flat slab bridge superstructures, modified concrete overlays,
or prestressed concrete.

2.  Specific Gravity shall not exceed 1.07.
3.  Alkalies, expressed as [Na2O+0.658 K2O], shall not exceed 600 ppm.
4.  Shall be free of coloring agents.
5.  If the wash water contains admixtures from different manufacturers, the Contractor

shall provide evidence that the combination of admixtures are compatible and
do not adversely affect the air void system of the hardened concrete as per

Section 6-02.3(3)

6. All tests to verify that the physical and chemical requirements are met, shall be

conducted on the following schedule:
a. The physical requirements shall be tested on weekly intervals for four weeks

and thereafter on monthly intervals.

b. The chemical requirements shall be tested on monthly intervals.
c. The specific gravity shall be determined daily in accordance with ASTM D1429,

Test Method D.

The Contractor shall use the services of a Laboratory that has a equipment calibration/
verification system, and a technician training and evaluation process per AASHTO R 18
to conduct all tests. The laboratory shall use testing equipment that has been calibrated/
verified at least once within the past 12 months to meet the requirements of each test
procedure in accordance with the appropriate section of AASHTO R 18. Documentation
of tester qualifications and equipment verification records shall be maintained and
available for review by the Contracting Agency upon request. Agency reviews of the
laboratory facility, testing equipment, personnel, and all qualification, calibration, and
verification records will be conducted at the Contracting Agency’s discretion.

9-25.2

Water for Plants

Water for plants shall not contain dissolved or suspended matter which will be harmful
to the plant material on which it is to be used.

Water 9-25

Page 9-168

Epoxy Resins

9-26

Epoxy Resins

9-26.1

Epoxy Bonding Agents

9-26.1(1) General

Epoxy bonding agents shall be two-component epoxy resin-base systems that meet the
requirements of ASTM C881, shall be furnished in the type, grade, and class specified,
and shall meet the requirements below. For pre-packaged cartridge kits, the epoxy
bonding agent shall meet the requirements of ASTM C881 when mixed according to
the manufacturer’s instructions, utilizing the manufacturer’s mixing nozzle. When not
specified, an appropriate grade and class shall be selected for the particular application.
Epoxy bonding agents for patching external concrete shall be concrete-gray in color.

9-26.1(1)A

Type I and Type IV

Epoxy bonding agents used for bonding hardened concrete to hardened concrete and
other materials shall be Type I for non-load bearing applications and Type IV for load
bearing applications.

9-26.1(1)B

Type II and Type V

Epoxy bonding agents used for bonding freshly mixed concrete to hardened concrete shall
be Type II for non-load bearing applications and Type V for load bearing applications.

9-26.1(1)C

Type III

Epoxy bonding agents used for bonding skid-resistant materials to hardened concrete and
as a binder in epoxy mortars and epoxy concretes used on traffic bearing surfaces shall be
Type III.

9-26.1(2) Packaging and Marking

The components of the epoxy system furnished under these Specifications shall be
supplied in separate containers or pre-packaged cartridge kits that are non-reactive with
the materials contained. The contents of each container shall be such that when the
container contents are combined, a properly proportioned final mixture results.

Separate containers shall be marked by permanent marking that identify the formulator,
“Component A” (Contains the Epoxy Resin) and “Component B” (Contains the Curing
Agent), type, grade, class, lot or batch number, mixing instructions and the quantity
contained in pounds or gallons as defined by these Specifications.

Pre-packaged cartridge kits shall be marked by permanent marking that identify the
formulator, type, grade, class, lot or batch number, mixing instructions and the quantity
contained in ounces or milliliters as defined by these Specifications.

Potential hazards shall be so stated on the package in accordance with the Federal
Hazardous Products Labeling Act and State of Washington, Department of Labor and
Industries Regulations for Shipment of Hazardous Products.

Epoxy Resins

9-26

9-26.1(3) Certification

If requested by the Contracting Agency, the manufacturer of the epoxy system shall
certify that components A and B meet the requirements of this Specification before
a sample will be accepted for testing by the Contracting Agency. The Manufacturer’s
Certificate of Compliance shall be furnished in accordance with

Section 1-06.3

9-26.1(4) Rejection

Except as noted otherwise, the entire lot of both components may be rejected if samples
submitted for test fail to meet any requirements of this Specification.

9-26.1(5) Acceptance

Acceptance of the Epoxy Bonding Agents for use on the project shall be based on a
passing test report from the State Materials Laboratory.

9-26.2

Epoxy Adhesive for Lane Markers

9-26.2(1) General

Epoxy adhesives for lane markers shall meet the requirements of AASHTO M237 for
Type II – Standard Setting, High Viscosity, Epoxy Adhesive. In lieu of the square base test
specimen molds for the Slant Shear Strength test specified in AASHTO M237, cylindrical
molds in accordance with ASTM C882 may be used.

9-26.2(2) Packaging and Marking

Packaging and Marking of Epoxy Adhesive for Lane Markers shall meet the requirements
of

Section 9-26.1(2)

9-26.2(3) Certification

Certification of Epoxy Adhesive for Lane Markers shall meet the requirements of

Section 9-26.1(3)

9-26.2(4) Rejection

Rejection of Epoxy Adhesive for Lane Markers shall meet the requirements of

Section 9-26.1(4)

9-26.2(5) Acceptance

Acceptance of each lot of the Epoxy Adhesive for Lane Markers for use on the project
shall be based on a Manufacturer’s Certificate of Compliance.

Page 9-170

Epoxy Resins

9-26.3

Epoxy Grout/Mortar/Concrete

9-26.3(1) General

This Specification shall apply to epoxy grout, epoxy mortar and epoxy concrete for traffic
and non-traffic bearing applications. Epoxy grout/mortar/concrete shall consist of an
epoxy bonding agent and an aggregate component.

Prepackaged epoxy grout/mortar/concrete shall be prepared from a ready-to-mix epoxy
bonding agent/aggregate system supplied by a manufacturer in kit form.

Non-prepackaged epoxy grout/mortar/concrete shall be prepared from an epoxy bonding
agent and an aggregate component that is clean, surface dry and inert and that is of a
quality and gradation suitable for portland cement mortar or concrete. Aggregate meeting
the requirements of

Section 9-03.1(2)

will be satisfactory. Epoxy grout/mortar/concrete

for patching external concrete shall be concrete-gray in color.

9-26.3(1)A

Traffic Bearing Applications

Epoxy grout/mortar/concrete for traffic bearing applications shall have a 7-day
compressive strength of not less than 4,000 psi when tested in accordance with
ASTM C579. Epoxy bonding agent shall be Type III as described in

Section 9-26.1(1)C

9-26.3(1)B

Non-Traffic Bearing Applications

Epoxy grout/mortar/concrete for non-traffic bearing applications shall have a 7-day
compressive strength of not less than 4,000 psi when tested in accordance with ASTM
C579. Epoxy bonding agent shall be Type I, II, IV, or V as appropriate for intended use as
described in Sections

9-26.1(1)A

and

9-26.1(1)B

9-26.3(2) Packaging and Marking

Packaging and Marking of the epoxy bonding agent component of epoxy grout/mortar/
concrete shall meet the requirements of

Section 9-26.1(2)

9-26.3(3) Certification

Certification of the epoxy bonding agent component of epoxy grout/mortar/concrete
shall meet the requirements of

Section 9-26.1(3)

9-26.3(4) Rejection

Rejection of the epoxy bonding agent component of epoxy grout/mortar/concrete shall
meet the requirements of

Section 9-26.1(4)

9-26.3(5) Acceptance

Acceptance of the epoxy grout/mortar/concrete material for use on the project shall be
based on a passing test report from the State Materials Laboratory.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 86