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

Page 9-258

Water Distribution Materials

9-30.6(4) Service Fittings

Fittings used for service connections shall be made of bronze or brass alloy.

Fittings used for copper tubing shall be either compressions or flare type.

Fittings used for polyethylene tubing shall be either compression or stab type. Stab type
fittings shall utilize an internal grip ring and O ring seal. Stainless steel liners shall be used
when utilizing compression fittings on polyethylene tubing.

Fittings for PEX-a tubing shall meet the requirements of AWWA C904.

9-30.6(5) Meter Setters

Meter setters shall be manufactured and tested in accordance with all applicable parts of
AWWA C800.

Meter setters shall have an angle meter stop with drilled padlock wing, an angle check
valve, measure 12 inches in height, and shall have an inlet and outlet threads compatible
with fittings connecting to service pipes.

Meter setters for ⅝ by ¾, ¾, and 1-inch services shall have meter saddle nuts for
installation and removal of the meter.

Meter setters for 1½- and 2-inch services shall be equipped with a locking bypass.

9-30.6(6) Bronze Nipples and Fittings

Bronze threaded nipples and fittings shall meet the requirements of ANSI B-16.15,
ASA 125 pound class.

9-30.6(7) Meter Boxes

Meter boxes and covers located in the non-traffic areas shall be constructed of either
reinforced concrete or high-density polyethylene. High-density polyethylene meter boxes
and covers shall have a tensile strength conforming to ASTM D638. Meter box covers
shall include a reading lid.

Meter boxes located in traffic areas shall be constructed of reinforced concrete, cast iron,
or ductile iron. Traffic covers shall be constructed of aluminum, steel, cast iron, or ductile
iron. Meter boxes and covers shall be designed for H-20 loading.

Fabricated Bridge Bearing Assemblies

9-31

Fabricated Bridge Bearing Assemblies

9-31.1

Steel Plates and Bars

Steel plates and bars, including anchor array templates, shall conform to ASTM A 36.

Recessed steel surfaces retaining PTFE shall have an average surface roughness of
250-microinches or less.

Steel surfaces in contact with pre-formed fabric pad or polyether urethane disc shall have
an average surface roughness of 250-microinches or less.

Steel surfaces in contact with stainless steel sheet, or with the bearing block of a pin
bearing assembly, shall have an average surface roughness of 125-microinches or less.

All other steel surfaces in contact with other fabricated bridge bearing assembly
components shall have an average surface roughness of 250-microinches or less.

9-31.2

Stainless Steel

Stainless steel sheet shall conform to ASTM A 240 Type 304L. Stainless steel in contact
with PTFE shall be polished to a Number 8 mirror finish. Stainless steel sheet for fabric
pad bearing assemblies shall have a thickness greater than or equal to 14-gage.

Stainless steel countersunk screws shall be hexagon socket type conforming to the
geometric requirements of ANSI B 18.3 and shall conform to ASTM F 593 Type 304L.

9-31.3

Bearing Blocks and Keeper Rings

Bearing block forgings for pin bearing assemblies shall conform to

Section 9-06.11

including AASHTO M 102 Supplemental Requirement S4. The grade shall be Grade F. The
bearing block forging surfaces in contact with other pin bearing assembly components
shall have an average surface roughness of 63-microinches or less. All other bearing block
forging surfaces shall have an average surface roughness of 250-microinches or less.

Keeper ring forgings for pin bearing assemblies shall conform to

Section 9-06.11

, and the

grade shall be Grade H. All keeper ring surfaces shall have an average surface roughness
of 125-microinches or less.

9-31.4

Pin Assembly

Pins shall conform to ASTM A 276 UNS Designation 21800. The pin surfaces in contact
with the bearing block shall have an average surface roughness of 63-microinches or less.

Nuts shall conform to ASTM A 563 Grade DH. Nuts with a thread diameter equal to or
less than six-inches shall have a minimum Rockwell Hardness of HRc 24. Nuts with a
thread diameter greater than six-inches shall have a Rockwell Hardness between HRc
20 and HRc 30.

Washers shall conform to ASTM A 572 Grade 50.

Cotter pins shall be stainless steel.

Page 9-260

Fabricated Bridge Bearing Assemblies

9-31.5

Welded Shear Connectors

Welded shear connectors shall conform to

Section 9-06.15

9-31.6

Bolts, Nuts and Washers

Bolts, nuts and washers shall conform to

Section 9-06.5(3)

9-31.7

Anchor Array Rods, Nuts and Washers

Anchor array rods, nuts and washers shall conform to

Section 9-06.5(4)

. The top 1’-0”,

minimum, of the exposed end of the anchor rods, and the associated nuts and washers,
shall be galvanized in accordance with AASHTO M 232 or ASTM F 2329 as applicable.

Pipe sleeves for anchor array templates shall conform to ASTM A 53 Grade B Type E or S,
black.

9-31.8

Bearing Pads

9-31.8(1) Elastomeric Pads

Elastomeric pads shall conform to the requirements of AASHTO M251 unless otherwise
specified in the Plans or Special Provisions. The elastomer shall be low-temperature Grade
3 and shall not contain any form of wax. Unless otherwise specified in the Plans or Special
Provisions, the elastomer shall have a shear modulus of elasticity of 165 psi at 73°F.

All elastomeric pads with steel laminates shall be cast as units in separate molds and
bonded and vulcanized under heat and pressure. Corners and edges of molded pads may
be rounded at the option of the Contractor. Radius at corners shall not exceed ⅜ inch, and
radius of edges shall not exceed ⅛ inch. Elastomeric pads shall be fabricated to meet the
tolerances specified in AASHTO M251.

Shims contained in laminated elastomeric pads shall be mill rolled steel sheets not less
than 20 gage in thickness with a minimum cover of elastomer on all edges of:

¼ inch for pads less than or equal to 5 inches thick and,
½ inch for pads greater than 5 inches thick.

Steel shims shall conform to ASTM A1011, Grade 36, unless otherwise noted. All shim
edges shall be ground or otherwise treated so that no sharp edges remain.

9-31.8(2) Polytetrafluoroethylene (PTFE)

PTFE shall be unfilled (100-percent virgin) PTFE or fiberglass fiber filled PTFE (or
woven fabric PTFE for disc or spherical bearing assemblies) conforming to Section 18.8
of the AASHTO LRFD Bridge Construction Specifications, and the following additional
requirements:
1. PTFE shall be unfilled (100-percent virgin) PTFE except where filled PTFE is specified

in the Plans.

Fabricated Bridge Bearing Assemblies

9-31

2. Filled PTFE shall be composed of PTFE resin uniformly blended with 15-percent

maximum fiberglass fiber.

3. The substrate shall limit the flow (elongation) of the confined PTFE to not more than

0.009-inch under a pressure of 2,000 psi for 15-minutes at 78°F for a two-inch by
three-inch test sample.

4. Unfilled PTFE shall have a hardness of 50 to 65 Durometer D, at 78°F, in accordance

with ASTM D 2240.

5. The PTFE may be dimpled.

9-31.8(3) Pre-formed Fabric Pad

Pre-formed fabric pads shall be composed of multiple layers of duck, impregnated
and bound with high-quality oil resistant synthetic rubber, compressed into resilient
pads. The pre-formed fabric pads shall conform to MIL C 882 and the following
additional requirements:
1. The pre-formed fabric pad shall have a shore A hardness of 90 ± 5 in accordance

with ASTM D 2240.

2. The number of plies shall be as required to produce the specified thickness after

compression and vulcanization.

9-31.9

Polyether Urethane

Polyether urethane shall be a molded polyether urethane compound conforming to the
following properties:

Physical Properties

Specification

Hardness, Type D durometer

ASTM D 2240 45 55 65

Minimum tensile stress, ksi
At 100-percent elongation
At 200-percent elongation

ASTM D 412

1.5
2.8

1.9
3.4

2.3
4.0

Minimum tensile strength, ksi

ASTM D 412

4.0 5.0 6.0

Minimum ultimate elongation, percent

ASTM D 412 350 285 220

Maximum compression set (22 hours at 158°F) Method B,

percent

ASTM D 395

40 40 40

Required minimums for tensile stress at specific elongations, tensile strength, ultimate
elongation, and compression set may be interpolated for durometer hardness values
between 45 and 55, and 55 and 65.

9-31.10

Silicone Grease

Silicone grease for use with dimpled PTFE shall conform to SAE AS 8660.

Mailbox Support

9-32

Mailbox Support

9-32.1

Steel Posts

The post shall be 2 inches outside diameter, 14-gage, mechanical tubing, and shall
conform to ASTM A513. Galvanizing shall conform to G 90 coating as defined in ASTM
A653, or an approved equal.

Any damage to galvanized paint surfaces shall be treated with two coats of paint
conforming to

Section 9-08.1(2)B

9-32.2

Bracket, Platform, and Anti-Twist Plate

The bracket, platform, and anti-twist plate shall be 16-gage sheet steel, conforming to
ASTM A1011 or ASTM A1008.

9-32.3 Vacant
9-32.4

Wood Posts

Wood posts shall meet the requirements of

Section 9-28.14(1)

or Western Red Cedar.

9-32.5 Fasteners

Unless otherwise specified, bolts and nuts shall be commercial bolt stock, galvanized in
accordance with ASTM A153. Washers, unless otherwise specified, shall be malleable
iron, or cut from medium steel or wrought iron plate. Washers and other hardware shall
be galvanized in accordance with AASHTO M111.

9-32.6

Snow Guard

Snow guard shall be fabricated in accordance with ASTM F1071 for expanded metal
bulkhead panel, to the dimensioning shown on the

Standard Plans

. After fabrication, the

snow guard shall be galvanized in accordance with AASHTO M111.

9-32.7

Type 2 Mailbox Support

Type 2 mailbox supports shall be 2-inch 14-gage steel tube and shall meet the
NCHRP 350 or the Manual for Assessing Safety Hardware (MASH) crash test criteria.
Type 2 mailbox supports shall be installed in accordance with the manufacturer’s
recommendations.

9-32.8

Concrete Base

The concrete in the concrete base shall meet or exceed the requirements of

Section 6-02.3(2)B

Construction Geosynthetic

9-33

Construction Geosynthetic

9-33.1

Geosynthetic Material Requirements

The term geosynthetic shall be considered to be inclusive of geotextiles, geogrids, and
prefabricated drainage mats.

Geotextiles, including geotextiles attached to prefabricated drainage core to form a
prefabricated drainage mat, shall consist only of long chain polymeric fibers or yarns
formed into a stable network such that the fibers or yarns retain their position relative
to each other during handling, placement, and design service life. At least 95 percent by
weight of the material shall be polyolefins or polyesters. The material shall be free from
defects or tears. The geotextile shall also be free of any treatment or coating which might
adversely alter its hydraulic or physical properties after installation.

Geogrids shall consist of a regular network of integrally connected polymer tensile
elements with an aperture geometry sufficient to permit mechanical interlock with
the surrounding backfill. The long chain polymers in the geogrid tensile elements,
not including coatings, shall consist of at least 95 percent by mass of the material of
polyolefins or polyesters. The material shall be free of defects, cuts, and tears.

Prefabricated drainage core shall consist of a three dimensional polymeric material with
a structure that permits flow along the core laterally, and which provides support to the
geotextiles attached to it.

The geosynthetic shall conform to the properties as indicated in Tables 1 through 8
in

Section 9-33.2

, and additional tables as required in the

Standard Plans

and Special

Provisions for each use specified in the Plans. Specifically, the geosynthetic uses included
in this section and their associated tables of properties are as follows:

Geotextile Geosynthetic Application

Applicable Property

Tables

Underground Drainage, Low and Moderate Survivability, Classes A, B,

and C

Tables 1 and 2

Separation

Table 3

Soil Stabilization

Table 3

Permanent Erosion Control, Moderate and High Survivability, Classes A,

B, and C

Tables 4 and 5

Ditch Lining

Table 4

Temporary Silt Fence

Table 6

Permanent Geosynthetic Retaining Wall

Table 7 and Std. Plans

Temporary Geosynthetic Retaining Wall

Tables 7 and 10

Prefabricated Drainage Mat

Table 8

Table 10 will be included in the Special Provisions.

Page 9-266

Construction Geosynthetic

Geogrid and geotextile reinforcement in geosynthetic retaining walls shall conform to
the properties specified in the

Standard Plans

for permanent walls, and Table 10 for

temporary walls.

For geosynthetic retaining walls that use geogrid reinforcement, the geotextile material
placed at the wall face to retain the backfill material as shown in the Plans shall conform
to the properties for Construction Geotextile for Underground Drainage, Moderate
Survivability, Class A.

Thread used for sewing geotextiles shall consist of high-strength polypropylene,
polyester, or polyamide. Nylon threads will not be allowed. The thread used to sew
permanent erosion control geotextiles, and to sew geotextile seams in exposed faces of
temporary or permanent geosynthetic retaining walls, shall also be resistant to ultraviolet
radiation. The thread shall be of contrasting color to that of the geotextile itself.

9-33.2

Geosynthetic Properties

9-33.2(1) Geotextile Properties

Table 1

Geotextile for Underground Drainage Strength Properties for Survivability

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Low Survivability

Moderate Survivability

Woven

Nonwoven

Woven

Nonwoven

Grab Tensile Strength, in

machine and x-machine

direction

D4632

180 lb min. 115 lb min. 250 lb min. 160 lb min.

Grab Failure Strain, in

machine and x-machine

direction

D4632

< 50%

≥ 50%

< 50%

≥ 50%

Seam Breaking Strength

D4632

160 lb min. 100 lb min. 220 lb min. 140 lb min.

Puncture Resistance

D6241

370 lb min. 220 lb min. 495 lb min. 310 lb min.

Tear Strength, in machine and

x-machine direction

D4533

67 lb min.

40 lb min.

80 lb min.

50 lb min.

Ultraviolet (UV) Radiation

Stability

D4355

50% strength retained min., after 500 hours in a

xenon arc device

Notes in

Section 9-33.2(3)

, Table 8.

Table 2

Geotextile for Underground Drainage Filtration Properties

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Class A

Class B

Class C

AOS

D4751

No. 40 max.

No. 60 max.

No. 80 max.

Water Permittivity

D4491

0.5 sec

-1

min.

0.4 sec

-1

min.

0.3 sec

-1

min.

Notes in

Section 9-33.2(3)

, Table 8.

Construction Geosynthetic

9-33

Table 3

Geotextile for Separation or Soil Stabilization

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Separation

Soil Stabilization

Woven

Nonwoven

Woven

Nonwoven

AOS

D4751

No. 30 max.

No. 40 max.

Water Permittivity

D4491

0.02 sec

-1

min.

0.10 sec

-1

min.

Grab Tensile Strength, in

machine and x-machine

direction

D4632

250 lb min. 160 lb min. 315 lb min. 200 lb min.

Grab Failure Strain, in

machine and x-machine

direction

D4632

< 50%

≥ 50%

< 50%

≥ 50%

Seam Breaking Strength

D4632

220 lb min. 140 lb min. 270 lb min. 180 lb min.

Puncture Resistance

D6241

495 lb min. 310 lb min. 620 lb min. 430 lb min.

Tear Strength, in machine and

x-machine direction

D4533

80 lb min.

50 lb min.

112 lb min.

79 lb min.

Ultraviolet (UV) Radiation

Stability

D4355

50% strength retained min., after 500 hours in xenon

arc device

Notes in

Section 9-33.2(3)

, Table 8.

Table 4

Geotextile for Permanent Erosion Control and Ditch Lining

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Permanent Erosion Control

Ditch Lining

Moderate

Survivability

High Survivability

Woven

Non

Woven Woven

Non

Woven Woven

Non

Woven

AOS

D4751

See Table 5

No. 30 max.

Water Permittivity

D4491

See Table 5

0.02 sec

-1

min.

Grab Tensile Strength, in

machine and x-machine

direction

D4632

250 lb

min.

160 lb

min.

315 lb

min.

200 lb

min.

250 lb

min.

160 lb

min.

Grab Failure Strain, in machine

and x-machine direction

D4632

15%

-50%

≥ 50% 15% -

50%

≥ 50% < 50% ≥ 50%

Seam Breaking Strength

D4632

220 lb

min.

140 lb

min.

270 lb

min.

180 lb

min.

220 lb

min.

140 lb

min.

Puncture Resistance

D6241

495 lb

min.

310 lb

min.

620 lb

min.

430 lb

min.

495 lb

min.

310 lb

min.

Tear Strength, in machine and

x-machine direction

D4533

80 lb

min.

50 lb

min.

112 lb

min.

79 lb

min.

80 lb

min.

50 lb

min.

Ultraviolet (UV) Radiation

Stability

D4355

70% strength retained min., after 500 hours in xenon

arc device

Notes in

Section 9-33.2(3)

, Table 8.

Page 9-268

Construction Geosynthetic

Table 5

Filtration Properties for Geotextile for Permanent Erosion Control

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Class A

Class B

Class C

AOS

D4751

No. 40 max.

No. 60 max.

No. 70 max.

Water Permittivity

D4491

0.7 sec

-1

min.

0.4 sec

-1

min.

0.2 sec

-1

min.

Notes in

Section 9-33.2(3)

, Table 8.

Table 6

Geotextile for Temporary Silt Fence

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Unsupported Between

Posts

Supported Between

Posts With Wire or

Polymeric Mesh

AOS

D4751

No. 30 max. for slit wovens, No. 50 for all other

geotextile types, No. 100 min.

Water Permittivity

D4491

0.02 sec

-1

min.

Grab Tensile Strength, in

machine and x-machine

direction

D4632

180 lb min. in machine

direction, 100 lb min. in

x-machine direction

100 lb min.

Grab Failure Strain, in

machine and x-machine

direction

D4632

30% max. at 180 lb or

Ultraviolet (UV)
Radiation Stability

D4355

70% strength retained min., after 500 hours in xenon

arc device

Notes in

Section 9-33.2(3)

, Table 8.

9-33.2(2) Geotextile Properties for Retaining Walls and Reinforced Slopes

Table 7

Minimum Properties Required for Geotextile Reinforcement

Used in Geosynthetic Reinforced Slopes and Retaining Walls

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

Woven

Nonwoven

AOS

D4751

No. 20 max.

Water Permittivity

D4491

0.02 sec

-1

min.

Grab Tensile Strength, in

machine and x-machine

direction

D4632

200 lb min.

120 lb min.

Grab Failure Strain, in machine

and x-machine direction

D4632

< 50%

≥ 50%

Seam Breaking Strength

D4632

3,4

160 lb min.

100 lb min.

Puncture Resistance

D6241

370 lb min.

220 lb min.

Tear Strength, in machine and

x-machine direction

D4533

63 lb min.

50 lb min.

Ultraviolet (UV) Radiation

Stability

D4355

70% (for polypropylene and polyethylene) and

50% (for polyester) Strength Retained min., after

500 hours in a xenon arc device

Notes in

Section 9-33.2(3)

, Table 8.

Construction Geosynthetic

9-33

9-33.2(3) Prefabricated Drainage Mat

Prefabricated drainage mat shall have a single or double dimpled polymeric core with a
geotextile attached and shall meet the following requirements:

Table 8

Minimum Properties Required for Prefabricated Drainage Mats

Geotextile Property

ASTM Test

Method

Geotextile Property Requirements

AOS

D4751

No. 60 max.

Water Permittivity

D4491

0.4 sec

-1

min.

Grab Tensile Strength, in

machine

and x-machine direction

D4632

Nonwoven – 100 lb min.

Width Thickness

D5199

12 inch min.

0.4 inch min.

Compressive Strength at

Yield

D1621

100 psi min.

In Plan Flow Rate

Gradient = 0.1,

Pressure = 5.5 psi

Gradient = 1.0,

Pressure = 14.5 psi

D4716

5.0 gal./min./ft.

15.0 gal/min./ft.

All geotextile properties in Tables 1 through 8 are minimum average roll values (i.e., the test results for any

sampled roll in a lot shall meet or exceed the values shown in the table).

The test procedures used are essentially in conformance with the most recently approved ASTM geotextile

test procedures, except for geotextile sampling and specimen conditioning, which are in accordance with
WSDOT

T 914

, Practice for Sampling of Geotextiles for Testing, and

T 915

, Practice for Conditioning of

Geotextiles for Testing, respectively. Copies of these test methods are available at the State Materials
Laboratory, PO Box 47365, Olympia, WA 98504-7365.

With seam located in the center of 8-inch-long specimen oriented parallel to grip faces.

Applies only to seams perpendicular to the wall face.

9-33.3

Aggregate Cushion of Permanent Erosion Control Geotextile

Aggregate cushion for permanent erosion control geotextile, Class A shall meet the
requirements of

Section 9-03.9(2)

. Aggregate cushion for permanent erosion control

geotextile, Class B or C shall meet the requirements of Sections

9-03.9(3)

and

9-03.9(2)

Page 9-270

Construction Geosynthetic

9-33.4

Geosynthetic Material Approval and Acceptance

9-33.4(1) Geosynthetic Material Approval

Geosynthetics listed in the WSDOT Qualified Products List (QPL) are approved for use.
If the geosynthetics material is not listed in the current WSDOT QPL, a Manufacturer’s
Certificate of Compliance including Certified Test Reports of each proposed geosynthetic
shall be submitted to the State Materials Laboratory in Tumwater for evaluation.
Geosynthetic material approval will be based on conformance to the applicable properties
from the Tables in

Section 9-33.2

or in the

Standard Plans

or Special Provisions. Approval/

Disapproval information will be provided within 30 calendar days after the sample and
required information for each geosynthetic type have been received at the State Materials
Laboratory in Tumwater.

The Contractor shall submit to the Engineer the following information regarding each
geosynthetic material proposed for use:

Manufacturer’s name and current address,
Full product name,
Geosynthetic structure, including fiber/yarn type,
Geosynthetic polymer type(s) (for permanent geosynthetic retaining walls, reinforced
slopes, reinforced embankments, and other geosynthetic reinforcement applications),
Geosynthetic roll number(s),
Geosynthetic lot number(s),
Proposed geosynthetic use(s), and
Certified test results for minimum average roll values.

Geosynthetics used as reinforcement in permanent geosynthetic retaining walls,
reinforced slopes, reinforced embankments, and other geosynthetic reinforcement
applications require proof of compliance with the National Transportation Product
Evaluation Program (NTPEP) in accordance with AASHTO Standard Practice R 69,
Standard Practice for Determination of Long-Term Strength for Geosynthetic
Reinforcement.

9-33.4(2) Vacant

Construction Geosynthetic

9-33

9-33.4(3) Acceptance Samples

A satisfactory test report is required when the quantities of geosynthetic materials
proposed for use in the following geosynthetic applications are greater than the
following amounts:

Application

Geosynthetic

Quantity

Underground Drainage

100 sq. yd.

Permanent Geosynthetic Reinforced Slopes, Retaining Walls, Reinforced

Embankments, and other Geosynthetic Reinforcement Applications

All quantities

The samples for acceptance testing shall include the information about each geosynthetic
roll to be used as stated in

Section 9-33.4(4)

Samples from the geosynthetic roll will be taken to confirm that the material meets
the property values specified. Samples will be randomly taken at the job site by the
Contractor in accordance with WSDOT

T 914

in the presence of the Engineer.

Acceptance will be based on testing of samples from each lot. A “lot” shall be defined
for the purposes of this Specification as all geosynthetic rolls within the consignment
(i.e., all rolls sent to the project site) that were produced by the same manufacturer
during a continuous period of production at the same manufacturing plant and have the
same product name. Test results from

Section 9-33.4(1)

Geosynthetic Material Approval

testing may be used for acceptance provided the tested roll(s) are part of the “lot” as
defined above.

Acceptance testing information will be provided within 30 calendar days after the sample
and the required information for each geosynthetic type have been received at the State
Materials Laboratory in Tumwater.

If the results of the testing show that a geosynthetic lot, as defined, does not meet the
properties required for the specified use as indicated in Tables 1 through 8 in

Section

9-33.2

, and additional tables as specified in the Special Provisions, the roll or rolls which

were sampled will be rejected. Geogrids and geotextiles for temporary geosynthetic
retaining walls shall meet the requirements of Table 7, and Table 10 in the Special
Provisions. Geogrids and geotextiles for permanent geosynthetic retaining wall shall meet
the requirements of Table 7, and Table 9 in the Special Provisions, and both geotextile
and geogrid acceptance testing shall meet the required ultimate tensile strength T

ult

provided in the current QPL for the selected product(s). If the selected product(s) are not
listed in the current QPL, the result of the testing for T

ult

shall be greater than or equal to

ult

as determined from the product data submitted and approved by the State Materials

Laboratory during source material approval.

For each geosynthetic roll that is tested and fails, the Engineer will select two additional
rolls from the same lot for sampling and retesting. The Contractor shall sample the
rolls in accordance with WSDOT

T 914

in the presence of the Engineer. If the retesting

shows that any of the additional rolls tested do not meet the required properties, the
entire lot will be rejected. If the test results from all the rolls retested meet the required

Page 9-272

Construction Geosynthetic

properties, the entire lot minus the roll(s) that failed will be accepted. All geosynthetic
that has defects, deterioration, or damage, as determined by the Engineer, will also be
rejected. All rejected geosynthetic shall be replaced at no additional expense to the
Contracting Agency.

9-33.4(4) Acceptance by Certificate of Compliance

When the quantities of geosynthetic proposed for use in each geosynthetic application
are less than or equal to the following amounts, acceptance shall be by Manufacturer’s
Certificate of Compliance:

Application

Geosynthetic Quantity

Underground Drainage

100 sq. yd.

Soil Stabilization and Separation

All quantities

Permanent Erosion Control

All quantities

Prefabricated Drainage Mat

All quantities

The Manufacturer’s Certificate of Compliance shall include the following information
about each geosynthetic roll to be used:

•

Manufacturer’s name and current address,

•

Full product name,

•

Geosynthetic structure, including fiber/yarn type,

•

Geosynthetic Polymer type (for all temporary and permanent geosynthetic retaining
walls only),

•

Geosynthetic roll number(s),

•

Geosynthetic lot number(s),

•

Proposed geosynthetic use(s), and

•

Certified test results.

9-33.4(5) Approval of Seams

If the geotextile seams are to be sewn in the field, the Contractor shall provide a section
of sewn seam that can be sampled by the Engineer before the geotextile is installed.
The seam sewn for sampling shall be sewn using the same equipment and procedures
as will be used to sew the production seams. If production seams will be sewn in both
the machine and cross-machine directions, the Contractor must provide sewn seams for
sampling which are oriented in both the machine and cross-machine directions.

The seam sewn for sampling must be at least 2 yards in length in each geotextile
direction. If the seams are sewn in the factory, the Engineer will obtain samples of the
factory seam at random from any of the rolls to be used. The seam assembly description
shall be submitted by the Contractor to the Engineer and will be included with the seam
sample obtained for testing. This description shall include the seam type, stitch type,
sewing thread type(s), and stitch density.

Pavement Marking Material

9-34

Pavement Marking Material

9-34.1 General

Pavement marking materials in this section consist of paint, plastic, tape or raised
pavement markers as described in Sections

8-22

and

8-23

as listed below:

Low VOC Solvent Based Paint

Low VOC Waterborne Paint

Temporary Pavement Marking Paint

Type A – Liquid Hot Applied Thermoplastic

Type B – Pre-Formed Fused Thermoplastic

Type C – Cold Applied Pre-Formed Tape

Type D – Liquid Cold Applied Methyl Methacrylate

Glass Beads

Temporary Pavement Marking Tape

Temporary Raised Pavement Markings

9-34.2 Paint

White and yellow paint shall comply with the Specifications for low VOC (volatile organic
compound) solvent-based paint or low VOC waterborne paint. Blue paint for “Access
Parking Space Symbol with Background” and black paint for contrast markings shall be
chosen from a WSDOT QPL-listed manufacturer for white and yellow paint.

Blue and black paint shall comply with the requirements of yellow paint in

, with the exception that blue and black paints do

not need to meet the requirements for titanium dioxide, directional reflectance, and
contrast ratio.

9-34.2(1) Vacant

9-34.2(2) Color

Paint draw-downs shall be prepared according to ASTM D823. For white, the color shall
closely match SAE AMS Standard 595, color number 37875. For yellow, the color shall
closely match SAE AMS Standard 595, color number 33538. For blue, the color shall
closely match SAE AMS Standard 595, color number 35180. For black, the color shall
closely match SAE AMS Standard 595, color number 37038.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 55