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

Page 8-46

Roadside Restoration

The unit Contract price per acre for “Bark or Wood Chip Mulch” shall be full pay for
furnishing and spreading the mulch onto the existing soil.
“Fascine” and “PSIPE Live Fascine”, per linear foot.
“Brush Mattress” and “PSIPE Live Brush Mattress”, per square yard.
“Brush Layer” and “PSIPE Brush Layer”, per linear foot.
When PSIPE is included with Fascine, Brush Mattress, or Brush Layer, the payment
schedule for PSIPE ____ will apply.
“Roadside Maintenance under Construction” will be paid in accordance with
Section 1-09.6.
For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency has entered an amount for “Roadside Maintenance Under Construction” in
the Proposal to become a part of the total Bid by the Contractor.
“Water”, per M Gal.

Irrigation Systems

8-03

Irrigation Systems

8-03.1 Description

This Work consists of installing an irrigation system in accordance with these
Specifications and the details shown in the Plans or as approved by the Engineer.

8-03.2 Materials

Materials shall meet the requirements of Sections

9-15

and

9-29

8-03.3

Construction Requirements

Location of pipe, tubing, sprinkler heads, emitters, valves, and other equipment shall be as
shown in the Plans and shall be of the size and type indicated. No changes shall be made
except as approved by the Engineer.

Potable water supplies shall be protected against cross connections in accordance with
applicable Washington State Department of Health rules and regulations and approval by
the local health authority.

Construction of electrical systems shall conform to applicable portions of Sections

8-20

and

9-29

8-03.3(1) Layout of Irrigation System

The Contractor shall stake the irrigation system following the schematic design shown in
the Plans. Approval must be obtained from the Engineer. Alterations and changes in the
layout may be expected in order to conform to ground conditions and to obtain full and
adequate coverage of plant material with water. However, no changes in the system as
planned shall be made without prior authorization by the Engineer.

8-03.3(1)A

Locating Irrigation Sleeves

Existing underground irrigation sleeve ends shall be located by potholing. Irrigation
sleeves placed during general construction prior to installation of the irrigation system
shall be marked at both ends with a 2 by 4 by 24 inch wood stake extending 6 inches out
of the soil and painted blue on the exposed end.

8-03.3(2) Excavation

Pipe trenches shall be no wider at any point than is necessary to lay the pipe or install
equipment. The top 6 inches of topsoil, when such exists, shall be kept separate from
subsoil and shall be replaced as the top layer when backfill is made. Trench bottoms shall
be relatively smooth and consist of sand or other suitable material free from rocks, stones,
or any material that might damage the pipe. Trenches through rock or other material
unsuitable for trench bottoms and sides shall be excavated 6 inches below the required
depth and shall be backfilled to the top of the pipe with sand or other suitable material
free from rocks or stones. Backfill material shall not contain rocks 2 inches or greater in
diameter or other materials that can damage pipe.

Page 8-48

Irrigation Systems

The Contractor shall exercise care when excavating pipe trenches near existing trees
to minimize damage to tree roots. Where roots are 1½ inches or greater in diameter,
the trench shall be hand excavated and tunneled under the roots. When large roots are
exposed, they shall be wrapped with heavy, moist material, such as burlap or canvas,
for protection and to prevent excessive drying. The material must be kept moist until
the trench is backfilled. Trenches dug by machines adjacent to trees with roots less than
1½ inches in diameter shall have severed roots cleanly cut. Trenches with exposed tree
roots shall be backfilled within 24 hours unless adequately protected by moist material
as approved by the Engineer. All material and fastenings used to cover the roots shall be
removed before backfilling.

Detectable marking tape shall be placed in all trenches 6 inches directly above, parallel
to, and along the entire length of all nonmetallic water pipes and all nonmetallic and
aluminum sleeves, conduits, and casing pipes. The width of the tape and installation depth
shall be as recommended by the manufacturer for the depth of installation or as shown in
the Plans.

8-03.3(3) Piping

All water lines shall be a minimum of 18 inches below finished grade measured from the
top of the pipe or as shown in the Plans. All live water mains to be constructed under
existing pavement shall be placed in steel casing jacked under pavement as shown in the
Plans. All PVC or polyethylene pipe installed under areas to be paved shall be placed in
irrigation sleeves. Irrigation sleeves shall extend a minimum of 2 feet beyond the limits
of pavement. All jacking operations shall be performed in accordance with an approved
jacking plan. Where possible, mains and laterals or section piping shall be placed in the
same trench. All lines shall be placed a minimum of 3 feet from the edge of concrete
sidewalks, curbs, guardrails, walls, fences, and traffic barriers. Pipe pulling will not be
allowed for installation and placement of irrigation pipe.

Main lines and lateral lines shall be defined as follows:

Main Lines – All supply pipe and fittings between the water meter and the irrigation
control valves.
Lateral Lines – All supply pipe and fittings between the irrigation control valves
and the connections to the irrigation heads. Swing joints, thick-walled PVC or
polyethylene pipe, flexible risers, rigid pipe risers, and associated fittings are not
considered part of the lateral line but incidental components of the irrigation heads.

Irrigation Systems

8-03

8-03.3(4) Jointing

During construction, pipe ends shall be plugged or capped to prevent entry of dirt, rocks,
or other debris.

All galvanized steel pipe shall have sound, clean cut, standard pipe threads well fitted. All
pipes shall be reamed to the full diameter and burrs removed before assembly. Threaded
galvanized steel joints shall be constructed using either a nonhardening, nonseizing
multipurpose sealant or Teflon

tape or paste as recommended by the pipe manufacturer

or as shown in the Plans. Threaded galvanized steel joints shall be constructed using
either a nonhardening, nonseizing multipurpose sealant or Teflon tape or paste as
recommended by the pipe manufacturer. All threaded joints shall be made tight with
wrenches without the use of handle extensions. Joints that leak shall be cleaned and
remade with new material. Caulking or thread cement to make joints tight shall not be
permitted.

PVC pipe, couplings, and fittings shall be handled and installed in accordance with the
manufacturer’s recommendation. The outside of the PVC pipe shall be chamfered to a
minimum of ¹/

inch at approximately 22 degrees. Pipe and fittings shall be joined by

solvent welding. Solvents used must penetrate the surface at both pipe and fitting, which
shall result in complete fusion at the joint. Use solvent and cement only as recommended
by the pipe manufacturer.

Threaded PVC joints shall be assembled using Teflon tape as recommended by the pipe
manufacturer.

On PVC or polyethylene-to-metal connections, work the metal connection first. Use a
nonhardening compound on threaded connections. Connections between metal and PVC
or polyethylene are to be threaded using female threaded PVC adapters with threaded
Schedule 80 PVC nipples only.

Polyethylene pipe and fittings shall be installed in accordance with the manufacturer’s
recommendations. The ends of the polyethylene pipe shall be cut square, reamed smooth
inside and out, and inserted to the full depth of the fitting. Clamps for insert fittings shall
be stainless steel.

8-03.3(5) Installation

Galvanized pipe shall be used from the water meter or service connection through the
cross connection control device.

Final position of turf heads shall be between ½ and 1 inch above finished grade measured
from the top of the sprinkler. All sprinklers adjacent to walks, curbs, and pavement shall
be placed as shown in the Plans.

Shrub heads, unless otherwise specified, shall be placed on risers approximately 12 inches
above finished grade.

Page 8-50

Irrigation Systems

All automatic control valves, flow control valves, and pressure reducing valves shall be
installed in appropriately sized valve boxes. Manual control valves shall be installed in an
appropriately sized valve box and, where appropriate, upstream of the automatic control
valves. Manual and automatic valves installed together shall be in an appropriately sized
box with 3 inches of clearance on all sides.

Final position of valve boxes, capped sleeves, and quick coupler valves shall be between
½ and 1 inch above finished grade or mulch, or as shown in the Plans.

Quick coupler valves and hose bibs shall be installed in valve boxes, either separately or
within a control valve assembly box upstream of the control valves. Valves, quick couplers,
and hose bibs shall have 3 inches of clearance on all sides within the valve box.

Drip irrigation emitters shall be installed in accordance with the manufacturer’s
recommendations. Install drain valves at the lowest point of each zone in a minimum
8-inch diameter round valve box over 3 cubic feet of washed gravel.

Automatic controller pedestals or container cabinets shall be installed on a concrete
base as shown in the Plans or in accordance with the manufacturer’s recommendations.
Provide three 1-inch diameter galvanized metal or PVC electrical wire conduits through
the base and 3 inches minimum beyond the edge or side of the base, both inside and
outside of the pedestal.

8-03.3(6) Electrical Wire Installation

All electrical work shall conform to the National Electric Code, NEMA Specifications, and
in accordance with

Section 8-20

. Electrical wiring between the automatic controller and

automatic valves shall be direct burial and may share a common neutral. Separate control
conductors shall be run from the automatic controller to each valve. When more than
one automatic controller is required, a separate common neutral shall be provided for
each controller and the automatic valves it controls. Electrical wire shall be installed in the
trench adjacent to or above the irrigation pipe, but no less than 12 inches deep. Plastic
tape or nylon tie wraps shall be used to bundle wires together at 10-foot intervals. If it is
necessary to run electrical wire in a separate trench from the irrigation pipe, the wire shall
be placed at a minimum depth of 18 inches and “snaked” from side to side in the trench.
Each circuit shall be identified at both ends and at all splices with a permanent marker
identifying zone and/or station.

Wiring placed under pavement and walls, or through walls, shall be placed in an
electrical conduit or within an irrigation sleeve. Electrical conduit shall not be less than
1 inch in diameter and shall meet conduit specifications for PVC conduit as required in

Section 9-29.1

Splices will be permitted only in approved electrical junction boxes, valve boxes, pole
bases, or within control equipment boxes or pedestals. A minimum of 18 inches of excess
conductor shall be left at all splices, terminals, and control valves to facilitate inspection
and future splicing. The excess wire shall be neatly coiled to fit easily into the boxes.

Irrigation Systems

8-03

All 120-volt electrical conductors and conduit shall be installed by a certified electrician,
including all wire splices and wire terminations.

All wiring shall be tested in accordance with

Section 8-20.3(11)

Continuity ground and functionality testing shall be performed for all 24-volt direct burial
circuits. The Megger test, confirming insulation resistance of not less than 2 megohms to
ground in accordance with

Section 8-20.3(11)

, is required.

8-03.3(7) Flushing and Testing

All gauges used in the testing of water pressures shall be certified as accurate by an
independent testing laboratory immediately prior to use on the project. Gauges shall be
retested when required by the Engineer.

Automatic controllers shall be tested by actual operation for a period of 2 weeks under
normal operating conditions. Should adjustments be required, the Contractor shall do so
according to the manufacturer’s direction and test until operation is satisfactory.

Main Line Flushing – All main supply lines shall receive two fully open flushings to remove
debris that may have entered the line during construction: the first before placement of
valves and the second after placement of valves and prior to testing.

Main Line Testing – All main supply lines shall be purged of air and tested with a minimum
static water pressure of 150 psi for 60 minutes without the introduction of additional
service or pumping pressure. Testing shall be done with one pressure gauge installed on
the line, in the location required by the Engineer. For systems using a pump, an additional
pressure gauge shall be installed at the pump when required by the Engineer. Lines
that show loss of pressure exceeding 5 psi at the ends of specified test periods will be
rejected.

Lateral Line Flushing – All lateral lines shall receive one fully open flushing prior to
placement of sprinkler heads, emitters, and drain valves. The flushing shall be of sufficient
duration to remove all dirt or debris that has entered the lateral lines during construction.

Lateral Line Testing – All lateral lines shall be purged of air and tested in place at
operating line pressure with a pressure gauge and with all fittings capped or plugged. The
operating line pressure shall be maintained for 30 minutes with valves closed and without
the introduction of additional service or pumping pressure. Lines that show leaks or loss
of pressure exceeding 5 psi at the end of specified test periods will be rejected.

The Contractor shall correct and retest lateral line installations that have been rejected.
Throughout the life of the Contract, the Contractor shall repair, flush, and test, all main
and lateral lines that have sustained a break or disruption of service. Upon restoration
of the water service, the affected lines shall be brought up to operating pressure. The
Contractor shall then conduct a thorough inspection of all sprinkler heads, emitters, etc.,
located downstream of the break or disruption of service, and make all needed repairs to
ensure the entire irrigation system is operating properly.

Page 8-52

Irrigation Systems

8-03.3(8) Adjusting System

Before final inspection, the Contractor shall adjust and balance all sprinklers to provide
adequate and uniform coverage. Spray patterns shall be balanced by adjusting individual
sprinkler heads with the adjustment screws or replacing nozzles to produce a uniform
pattern. Unless otherwise specified, sprinkler spray patterns will not be permitted to
apply water to pavement, walks, or Structures.

8-03.3(9) Backfill

Backfill shall not be started until all piping has been inspected, tested, and approved by
the Engineer, after which backfilling shall be completed as soon as possible. All backfill
material placed within 6 inches of the pipe shall be sand or other suitable material free
of rocks, roots, or other objectionable material that might cut or otherwise damage the
pipe. Backfill from the bottom of the trench to approximately 6 inches above the pipe
shall be by continuous compacting in a manner that will not damage pipe or wiring and
shall proceed evenly on both sides of the pipe. The remainder of the backfill shall be
thoroughly compacted, except that heavy equipment shall not be used within 18 inches of
any pipe. The top 6 inches of the backfill shall be of topsoil material or the first 6 inches of
material removed in the excavation.

8-03.3(10) As Built Plans

Upon Physical Completion of the Work, the Contractor shall submit As Built Plans
consisting of corrected shop drawings, schematic circuit diagrams, or other details
necessary to show the Work as constructed including the actual installed locations
of the irrigation system(s) equipment including, but not limited to, water meters,
cross connection control devices, electrical services, pipe and wire runs, splice boxes,
controllers, valves, heads, and other equipment. These drawings shall be on sheets
conforming in size to the provisions of

Section 1-05.3

. All drawings must be complete

and legible.

Any corrections and additions ordered by the Engineer shall be made by the Contractor
prior to acceptance. The Contractor shall provide the Engineer with 3 copies of parts lists,
catalog cuts, and service manuals for all equipment installed on the project.

8-03.3(11) System Operation

The irrigation system shall be completely installed, tested, and automatically operable
prior to planting in a unit area except where otherwise specified in the Plans or approved
by the Engineer. The Contractor shall be fully responsible for all maintenance, repair,
testing, inspecting, and automatic operation of the entire system until all Work is
considered complete as determined by the final inspection specified in

Section 1-05.11

The final inspection of the irrigation system will coincide with the end of the Contract or
the end of first-year plant establishment, whichever is later.

This responsibility shall include, but not be limited to, draining the system prior to winter
and reactivating the system in the spring and at other times as required by the Engineer.

Irrigation Systems

8-03

For the life of the Contract, the Contractor shall be responsible for having annual
inspections and tests performed on all cross connection control devices as required and
specified by the Washington State Department of Health. Inspections and tests shall
be conducted at the time of initial activation and each spring prior to reactivating the
irrigation system. Potable water shall not flow through the cross-connection control
device to any downstream component until tested and approved for use by the local
health authority in accordance with

Section 8-03.3(12)

In the spring, when the drip irrigation system is in full operation, the Contractor
shall make a full inspection of all emitters and irrigation heads. This shall involve
visual inspection of each emitter and irrigation head under operating conditions. All
adjustments, flushing, or replacements to the system shall be made at this time to ensure
the proper operation of all emitters and irrigation heads.

8-03.3(12) Cross Connection Control Device Installation

Cross connection control devices shall be installed, inspected, and tested by the local
health authority or designee in accordance with applicable portions of

WAC 246-290-

490

and other applicable regulations as set forth by the Washington State Department of

Health and WSDOT.

During the life of the Contract, these devices shall be inspected and tested annually, or
more often if successive inspections indicate repeated failures. Inspections and tests
shall be conducted at the time of initial installation, after repairs, and each spring prior to
reactivation of the irrigation system. These inspections and tests shall be completed and
the results recorded by a licensed Backflow Assembly Device Tester (BADT) Operator
or by a Contracting Agency Certified Water Works Operator with a CCS 1 or CCS 2
Classification and shall document that the devices are in good operating condition prior
to flushing and testing of any downstream water lines. Devices that are defective shall be
repaired or replaced.

Inspection and test results shall be recorded on WSDOT

Form 540-020

and other forms

as may be required by the serving utility. The completed forms shall be submitted to the
appropriate health authority and to the serving utility when applicable.

8-03.3(13) Irrigation Water Service

All water meter(s) shall be installed by the serving utility. The Contracting Agency shall
arrange for water meter installation(s) for the irrigation system at the locations and
sizes as shown in the Plans at no cost to the Contractor. It shall be the Contractor’s
responsibility to contact the Engineer to schedule the water meter installation. The
Contractor shall provide a minimum of 60 calendar days notice to the Engineer prior to
the desired water meter installation date.

Construction activities for irrigation water service connections shall be in accordance with
the serving utility’s Service Agreement. A copy of the Service Agreement may be obtained
from the Engineer.

Page 8-54

Irrigation Systems

8-03.3(14) Irrigation Electrical Service

The Contracting Agency shall arrange for electrical service connection(s) for operation of
the automatic electrical controller(s) at the locations shown in the Plans. The Contractor
shall splice and run conduit and wire from the electrical service connection(s) or service
cabinet to the automatic electrical controller, and connect the conductors to the circuit(s)
per the controller manufacturer’s diagrams or recommendations.

The installation of conduits and wire for the electrical power service shall be in
accordance with the serving utility’s Service Agreement and these Specifications. A copy
of the Service Agreement may be obtained from the Engineer.

8-03.4 Vacant
8-03.5 Payment

Payment will be made for the following Bid items when included in the Proposal:

“Irrigation System”, lump sum.
All costs for furnishing and installing irrigation system equipment and components
where indicated and as detailed in the Plans, all costs of initial and annual inspections
and tests performed on cross connection control devices and electrical wire testing
during the life of the Contract and As Built Plans shall be included in the lump sum
price for the complete irrigation system as shown in the Plans or as otherwise
approved by the Engineer.
The Contracting Agency will, at no cost to the Contractor, provide water and
electrical services needed for installation and operation of the irrigation system for
the life of the Contract.

As the irrigation system is installed, the payment schedule will be as follows:

Payment will be made in proportion to the amount of Work performed up to
90 percent of the unit Contract price for irrigation system when the irrigation system
is completed, tested, inspected, and fully operational.
Payment shall be increased to 95 percent of the unit Contract price for irrigation
system upon completion and acceptance of initial planting and submittal of As
Built Plans.
Payment shall be increased to 100 percent of the unit Contract price for irrigation
system upon completion and acceptance of the first-year plant establishment.
When there is no first-year plant establishment or when the Contract is completed,
payment will be increased to 100 percent of the unit Contract price for irrigation
system upon completion of As Built Plans.

Curbs, Gutters, and Spillways

8-04

Curbs, Gutters, and Spillways

8-04.1 Description

This Work consists of the construction of cement concrete curbs, curbs and gutters,
gutters, spillways, hot mix asphalt curbs, gutters, spillways, and metal spillways, of the
kind and design specified, at the locations shown in the Plans or where designated by
the Engineer in accordance with these Specifications and in conformity to the lines and
grades as staked.

8-04.2 Materials

Materials shall meet the requirements of the following sections:
Cement

9-01

Aggregates

9-03

Premolded Joint Filler

9-04.1

Drain Pipe

9-05.1

Steel Culvert Pipe and Pipe Arch

9-05.4

Aluminum Culvert Pipe

9-05.5

Structural Steel and Related Materials

9-06

Reinforcing Steel

9-07

Hand Placed Riprap

9-13.1(4)

Hot Mix Asphalt (HMA) curbs, gutters, and spillways shall be constructed of an HMA mix
that will have a dense, uniform surface and will fully retain its shape, grade, and line after
placement. The mix components shall meet applicable requirements for asphalt concrete
specified in

Section 5-04

and shall be approved by the Engineer.

8-04.3

Construction Requirements

8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways

Cement concrete curb, curb and gutter, gutter, and spillway shall be constructed with
air entrained concrete Class 3000 conforming to the requirement of

Section 6-02

except at driveway entrances. Cement concrete curb or curb and gutter along the full
width of a driveway entrance shall be constructed with air entrained concrete Class
4000 conforming to the requirements of

Section 6-02

. Roundabout truck apron cement

concrete curb and gutter shall be constructed with air entrained concrete Class 4000
conforming to the requirements of

Section 6-02

The foundation for curbs, gutters, and spillways shall be thoroughly compacted and
required side forms shall rest throughout their length on firm ground. Side forms for
straight sections shall be full depth of the curb. They shall be either metal of suitable gage
for the Work or surfaced “construction” grade lumber not less than 2 inches (commercial)
in thickness. Forms used more than one time shall be thoroughly cleaned and any forms
that have become worn, splintered, or warped shall not be used again.

Page 8-56

Curbs, Gutters, and Spillways

The foundation shall be watered thoroughly before the concrete is placed, and the
concrete shall be well tamped and spaded or vibrated in the forms. The exposed surfaces
shall be finished full width with a trowel and edger. Within 24 hours after the concrete
is placed, the forms of the Roadway face of curbs shall be removed, and the concrete
treated with a float finish. The top and face of the curb shall receive a light brush finish,
and the top of the gutter shall receive a broom finish.

Expansion joints in the curb or curb and gutter shall be spaced as shown in the Plans,
and placed at the beginning and ends of curb returns, drainage Structures, bridges, and
cold joints with existing curbs and gutters. The expansion joint shall be filled to full
cross-section with ⅜-inch premolded joint filler. When curb or curb and gutter is placed
adjacent to portland cement concrete pavement, a ⅜-inch thick, 6 inch deep premolded
joint filler shall be installed between the two vertical surfaces to prevent cracking. When
noted in the Plans, the Contractor shall install the catch basin gutter pan at drainage
Structures abutting the curb and gutter.

The concrete shall be cured for 72 hours by one of the methods specified for cement
concrete pavement in

Section 5-05

At the option of the Contractor, the curb and gutter may be constructed using approved
slip-form equipment. The curb and gutter shall be constructed to the same requirements
as the cast-in-place curb and gutter.

A water-reducing admixture conforming to the requirements of

Section 9-26

may be used

provided the finished curb and gutter shall retain its line and shape.

8-04.3(1)A

Extruded Cement Concrete Curb

Extruded cement concrete curb shall be placed, shaped, and compacted true to line and
grade with an approved extrusion machine. The extrusion machine shall be capable of
shaping and thoroughly compacting the concrete to the required cross section.

The pavement shall be dry and cleaned of loose and deleterious material prior to curb
placement. Cement concrete curbs shall be anchored to the existing pavement by placing
steel reinforcing bars 1 foot on each side of every joint.

Steel reinforcing bars shall meet the dimensions shown in the

Standard Plans

Joints in the curb shall be spaced at 10-foot intervals. Joints shall be cut vertically and to
the depth shown in the

Standard Plans

All other requirements for cement curb and cement concrete curb and gutter shall apply
to extruded cement concrete curb.

The Contractor may substitute extruded cement concrete curb for extruded HMA
concrete curb upon receiving written permission from the Engineer. There will be no
change in unit Contract price if this substitution is allowed.

Division 9

Materials

9-00

Definitions and Tests

9-00.1 Fracture

“Fractured aggregate is defined as an angular, rough, or broken surface of an aggregate
particle created by crushing, or by other means. A face is considered a “fractured face”
whenever one-half or more of the projected area, when viewed normal to that face, is
fractured with sharp and well-defined edges: this excludes small nicks.

9-00.2

Wood Waste

Wood waste is defined as all material which, after drying to constant weight, has a
specific gravity of less than 1.0.

9-00.3

Test for Mass of Galvanizing

At the option of the Engineer, the weight of zinc in ounce per square foot required by
the various galvanizing Specifications may be determined by an approved magnetic
thickness gage suitably checked and demonstrated for accuracy, in lieu of the other
methods specified.

9-00.4

Sieves for Testing Purposes

Test sieves shall be made of either: (1) woven wire cloth conforming to ASTM E11, or (2)
square-hole, perforated plates conforming to ASTM E323.

9-00.5

Dust Ratio

The dust ratio is defined as the percent of material passing the No. 200 sieve divided by
the percent of material passing the No. 40 sieve.

9-00.6

Sand/Silt Ratio

The sand/silt ratio is defined as the percent of material passing the No. 10 sieve divided
by the percent of material passing the No. 200 sieve.

9-00.7

Galvanized Hardware, AASHTO M232

An acceptable alternate to hot-dip galvanizing in accordance with AASHTO M 232 will
be zinc coatings mechanically deposited in accordance with ASTM B695, providing the
minimum thickness of zinc coating is not less than that specified in AASHTO M232, and
the process will not produce hydrogen embrittlement in the base metal. Sampling and
testing will be made by the Engineer in accordance with commonly recognized national
standards and methods used in the laboratory of the Department of Transportation.

Page 9-2

Definitions and Tests

9-00.8

Sand Equivalent

The sand equivalent will be the average of duplicate determinations from a single sample.
The sand equivalent sample will be prepared in accordance with the FOP for AASHTO
T 176.

For acceptance, there must be a clear line of demarcation. If no clear line of demarcation
has formed at the end of a 30-minute sedimentation period, the material will be
considered as failing to meet the minimum specified sand equivalent.

9-00.9

Field Test Procedures

Field test procedures may be either a Standard Operating Procedure (SOP) or a Field
Operating Procedure (FOP) for an AASHTO, ASTM, or WAQTC test procedure. A Field
Operating Procedure is a technically equivalent abridged version of an AASHTO, ASTM,
or WAQTC test procedure for use in field conditions. References to manuals containing all
of these tests and procedures can be found in

Section 1-06.2(1)

Cement 9-01

9-01 Cement

9-01.1

Types of Cement

Cement shall be classified as portland cement, blended hydraulic cement, or rapid
hardening hydraulic cement.

9-01.2 Specifications

9-01.2(1) Portland Cement

Portland cement shall meet the requirements of AASHTO M85 or ASTM C150 Types I, II,
or III portland cement, except that the cement shall not contain more than 0.75 percent
alkalies by weight calculated as Na

0 plus 0.658 K

0 and the content of Tricalcium

aluminate (C

A) shall not exceed 8 percent by weight.

The time of setting shall be determined by the Vicat Test method in accordance with
AASHTO T 131 or ASTM C191.

9-01.2(1)A

Low Alkali Cement

When low alkali portland cement is required, the percentage of alkalies in the cement
shall not exceed 0.60 percent by weight calculated as Na

0 plus 0.658 K

0. This limitation

shall apply to all types of portland cement.

9-01.2(1)B

Blended Hydraulic Cement

Blended hydraulic cement shall be either Type IP(X)(MS), Type IS(X)(MS), Type IT(PX)
(LY), Type IT(SX)(LY), or Type IL(X) cement conforming to AASHTO M240 or ASTM C595,
except that the portland cement used to produce blended hydraulic cement shall not
contain more than 0.75 percent alkalies by weight calculated as Na

0 plus 0.658 K

0 and

shall meet the following additional requirements:
1. Type IP(X)(MS) – Portland-Pozzolan Cement where (X) equals the

targeted percentage of fly ash, the fly ash is limited to a maximum of 35 percent by
weight of the cementitious material; (MS) indicates moderate sulfate resistance.

2. Type IS(X)(MS) – Portland Blast- Furnace Slag Cement, where: (X) equals the

targeted percentage of ground granulated blast-furnace slag, the ground granulated
blast furnace slag is limited to a maximum of 50 percent by weight of the
cementitious material; (MS) indicates moderate sulfate resistance.

3. Type IT(PX)(LY), where (PX) equals the targeted percentage of pozzolan, and (LY)

equals the targeted percentage of limestone. The pozzolan (PX) shall be Class F fly
ash and shall be a maximum of 35 percent. (LY) shall be a minimum of 5 percent and
a maximum of 15 percent. Separate testing of each source of fly ash each at each
proposed replacement level shall be conducted in accordance with ASTM C1012.
Expansion at 180 days shall be 0.10 percent or less.

Page 9-4

4. Type IT(SX)(LY), where (SX) equals the targeted percentage of slag cement, and (LY)

equals the targeted percentage of limestone. (SX) shall be a maximum of 50 percent.
(LY) shall be a minimum of 5 percent and a maximum of 15 percent. Separate testing
of each source of slag at each proposed replacement level shall be conducted in
accordance with ASTM C1012. Expansion at 180 days shall be 0.10 percent or less.

5. Type IL(X), where (X) equals the targeted percentage of limestone, and shall be a

minimum of 5 percent and a maximum of 15 percent. Testing shall be conducted in
accordance with ASTM C1012. Expansion at 180 days shall be 0.10 percent or less.

The source and weight of the fly ash or ground granulated blast furnace slag shall
be certified on the cement mill test report or cement certificate of analysis and shall
be reported as a percent by weight of the total cementitious material. The fly ash or
ground granulated blast furnace slag constituent content in the finished cement will
not vary more than plus or minus 5 percent by weight of the finished cement from the
certified value.

Fly ash shall meet the requirements of

Section 9-23.9

of these Standard Specifications.

Ground granulated blast furnace slag shall meet the requirements of

Section 9-23.10

of these Standard Specifications.

Limestone shall meet the requirements of AASHTO M240 or ASTM C595.

9-01.2(2) Rapid Hardening Hydraulic Cement

Rapid hardening hydraulic cement shall meet the requirements of ASTM C 1600.

9-01.3

Tests and Acceptance

Cement may be accepted by the Engineer based on the cement mill test report number
or cement certificate of analysis number indicating full conformance to the Specifications.
All shipments of the cement to the Contractor or concrete supplier shall identify the
applicable cement mill test report number or cement certificate of analysis number and
shall be provided by the Contractor or concrete supplier with all concrete deliveries.

Cement producers/suppliers that certify portland cement or blended hydraulic cement
shall participate in the Cement Acceptance Program as described in WSDOT Standard
Practice

QC 1

. Rapid hardening hydraulic cement producers/suppliers are not required to

participate in WSDOT Standard Practice

QC 1

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

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

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 45